SPEC. OF DPWH

Department of Public Works and Highways STANDARD SPECIFICATIONS FOR HIGHWAYS BRIDGES AND AIRPORTS

2013

FOREWORD

Consistent with its mandate as the construction arm of the government, the Department of Public Works and Highways (DPWH) has continuously endeavoured to be at par with the other leading countries in Asia and around the globe by adopting new construction materials, technologies and methodologies in its infrastructure projects. The DPW H has always felt the urgency to keep abreast with the fast-paced technological advancements in civil engineering in order to ensure the highest quality of its projects at the right cost. This revised 2012 Edition of the DPWH Standard Specifications for Highways, Bridges and Airports (Volume II) includes Specifications for new construction materials and technologies that have been adopted and/or prescribed through Department Order issuances since 2004. Likewise, amendments to the 2004 Edition have been incorporated in this revised edition, thereby providing us with an updated standard reference material to be used in the implementation of our infrastructure projects.

ROGELIO L. SINGSON Secretary

VOLUME II STANDARD SPECIFICATIONS FOR HIGHWAYS, BRIDGES AND AIRPORTS TABLE OF CONTENTS PAGE PART A- FACILITIES FOR THE ENGINEER

1

PART B- OTHER GENERAL REQUIREMENTS

5

PART C- EARTHWORK

15

Item Item Item Item Item Item Item

100101102103104105106-

Clearing and Grubbing Removal of Structures and Obstructions Excavation Structure Excavation Embankment Subgrade Preparation Compaction Equipment and Density Control Strips Item 107- Overhaul PART D- SUBBASE AND BASE COURSE Item Item Item Item Item

200201202203204-

Item 205Item 206Item 207Item 208-

Aggregate Subbase Course Aggregate Base Course Crushed Aggregate Base Course Lime Stabilized Road Mix Base Course Portland Cement Stabilized Road Mix Base Course Asphalt Stabilized Road Mix Base Course Chemically Stabilized Road Mix Subbase Course Portland Cement Treated Plant Mix Base Course Aggregate Stockpile

PART E- SURFACE COURSES Item Item Item Item Item Item

300- Aggregate Surface Course 301- Bituminous Prime Coat 302- Bituminous Tack Coat 303- Bituminous Seal Coat 304- Bituminous Surface Treatment 304A Slurry System for Road Surface Treatment Item 305- Bituminous Penetration Macadam Pavement

15 18 21 27 34 42 45 47 49 49 52 55 57 64 65

67 70 73 75 75 77 79 81 85 89 99

Item 306Item 307Item 308Item 309Item 310Item 311Item 313-

Bituminous Road Mix Surface Course Bituminous Plant-Mix Surface CourseGeneral Bituminous Plant-Mix Surface Course, Cold Laid Bituminous Plant-Mix (Stockpile Maintenance Mixture) Bituminous Concrete Surface Course, Hot Laid Portland Cement Concrete Pavement Rock Asphalt, Hot Laid

PART F- BRIDGE CONSTRUCTION Item 400Item 401Item 402Item 403Item 404Item 405Item 406Item 407Item 408Item 409Item 410Item 411Item 412Item 413Item 414Item 415-

Item 416-

Piling Railings Timber Structures Metal Structures Reinforcing Steel Structural Concrete Prestressed Concrete Structures Concrete Structures Steel Bridges Welded Structural Steel Treated and Untreated Timber Paint Elastomeric Bearing Pads Pre-Molded Joint Filler for Concrete Paving and Structural Construction Forms and Falseworks Elastomeric, Hot-Applied Joint Sealant With Single-Sized Aggregates For Bridge Expansion Joints Carbon Fiber

PART G- DRAINAGE AND SLOPE PROTECTION STRUCTURES Item 500Item 501Item 502Item 503Item 504Item 505Item 506Item 507Item 508Item 509-

Pipe Culverts and Storm Drains Underdrains Manholes, Inlets and Catch Basins Drainage Steel Grating with Frame Cleaning and Reconditioning Existing Drainage Structures Riprap and Grouted Riprap Stone Masonry Rubble Concrete Hand-Laid Rock Embankment Sheet Piles

104 110

Item 510Item 511Item 512Item 513-

Concrete Slope Protection Gabions and Mattresses Erosion Control Mats, Roving, and Cellular Confinement Systems Permanent Ground Anchors

405

Item 514Item 515-

Shotcrete (Concrete Spray) Mechanically-Stabilized Earth

420 432

Item 516-

(MSE) Retaining Walls Wet Stone Masonry (Cobble Stone)

443

Item 517Item 520-

Drain Pipe Hydroseeding

446 448

122 128 131 132 166 171 171 200 203 209 251 254 265 276 298 303 315 318 326 331

PART H- MISCELLANEOUS STRUCTURES Item 600Item 601Item 602Item 603Item 604Item 605Item 606Item 607Item 608Item 609Item 610Item 611Item 612Item 613-

331 344

348

Curb and/or Gutter Sidewalk Monuments, Markers and Guide Posts Guardrail Fencing Road Sign Pavement Markings Reflective Pavement Studs Topsoil Sprigging Sodding Tree Planting Reflective Thermoplastic Stripping Material (Solid Form) Concrete Joint Sealant (Hot-Poured

386 388 394

452 452 456 459 460 463 466 469 473 476 478 482 484 491 496

Item 614Item 618-

Elastic and Cold-Applied Types) Waterstops Reflectorized Thermoplastic Rumble Strips

502 506

Item 620Item 622-

Chevron Signs Coconet Bio-Engineering Solutions

509 514

355 PART I- MATERIALS DETAILS

521

355 361 364 367 371

Item 700- Hydraulic Cement Item 701- Construction lime (Hydrated) Item 702- Bituminous Materials Item 703- Aggregates Item 703A- Mineral Filler Item 704- Masonry Units

521 521 524 530 540 542

373 377 381 383 384

Item 705Item 706Item 707Item 708Item 709-

542 546 549 552 557

Joint Materials Concrete Clay, Plastic and Fiber Pipe Metal Pipe Chemical Admixtures For Concrete Paints

Item 710Item 711Item 712Item 713Item 714Item 715Item 716Item 719Item 726Item 727Item 729Item 733-

Reinforcing Steel and Wire Rope Fence and Guardrail Structural Metal Treated and Untreated Timber Water Geotextiles Drilling Slurry Epoxy-Resin-Base Bonding Systems for Concrete Coal Tar Surface Treatment Non-shrink Grout Protective Coating for Concrete Zinc (Hot-Dip Galvanized) Coatings on

594 598 600 604

Item 734Item 735-

Iron and Steel Products Stone Mastic Asphalt (SMA) Porous Asphalt Mixture

612 617

560 562 564 572 573 574 581 589

PART A FACILITIES FOR THE ENGINEER A.1 REQUIREMENTS A.1.1

Offices and Laboratories for the Engineer

1. The Contractor shall provide and maintain field offices and testing laboratories, including all the necessary electricity, water, drainage and telephone services for the use of the Engineer and his staff. The offices and laboratories shall have at least the floor area prescribed on the Plans and shall contain the equipment, supplies and furnishings specified in the Contract. Testing equipment supplied in accordance with the Special Provisions shall be located in testing laboratories as required by the Engineer. All offices and laboratories shall be ready for occupancy and use by the Engineer within two (2) months of the commencement of the Works. Their location and final plan shall require the approval of the Engineer prior to the start of construction. It is the intent of this Specification to locate the field offices and laboratories in government owned lots so that the use by the government of these facilities can be maximized even after the completion of the project. However, if no government lot is available, and these structures are to be erected on private property, it is the responsibility of the Contractor to make the necessary arrangements with the landowner(s) regarding the use of the lot for the Engineer's office and laboratories and to remove and/or transfer, if so required under the Contract, the improvements thereon, including all appurtenances upon completion of the Works. All facilities provided by the Contractor shall be near the job site, where necessary and shall conform to the best standard for the required types. On completion of the Contract, the facilities provided by the Contractor including utilities and communication facilities shall revert to the Government including office equipment, apparatus, pieces of furniture, laboratory equipment, etc, unless otherwise specified in the Contract documents. The Contractor shall be responsible for raising the ground (if necessary), grading and drainage in the vicinity of each facility with suitable access walkways, seeding and sodding of the ground around as directed and approved by the Engineer. Also, the Contractor shall construct a parking area for the compound near the buildings and a satisfactory access road to the parking areas. The Contractor shall be responsible for the maintenance and protection of all facilities to be provided during the duration of the Contract, including providing adequate stock of all expendable items,

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such as light bulbs, light tubes, laboratory equipment and supplies at all times to ensure proper and continuous functioning of all the Engineer's facilities. The whole area of the Engineer's compound shall be fenced with barbed wire (or equivalent) with necessary gates as directed by the Engineer. The Contractor shall provide suitable utilities and services, such as potable water, electricity, sewerage and security on a 24-hour basis. 2. The Contractor shall provide qualified and experienced laboratory staff to carry out all the materials quality control and all the tests specified in the Contract and required by the Engineer. The person so appointed by the Contractor to manage the laboratory shall be well experienced in the type of work to be undertaken and shall be subject to the approval of the Engineer. He shall work full time and shall be responsible to the Engineer for all works carried out. 3. The telephone service, if required in the Contract shall have a separate connection direct to the telephone company's telephone exchange single line for the exclusive use of the Engineer and his staff. 4. The Contractor shall provide, if required in the Contract, a twoway radio communication service. 5. Any portable offices required in the Contract shall be dismantled, moved and erected from time to time as directed by the Engineer. 6. All offices, stores and testing laboratories shall be proficiently guarded at all times of the day and night, regularly and properly cleaned, adequately supplied and maintained for the duration of the Contract. A.1.2 Vehicles for the Engineer The Contractor shall provide within thirty (30) calendar days after notice to commence work, the vehicles listed in the Special Provisions for the exclusive use of the Engineer. The vehicles to be provided by the Contractor shall be to the satisfaction of the Engineer. All vehicles shall comply in all respects with all relevant Philippine national or local laws statutes and regulations. All vehicles shall carry or be fitted with the accessories as may be prescribed by laws and have comprehensive insurance. The vehicles on delivery shall be new and shall be driven by a competent, qualified and experienced driver who shall be under the direct order of the Engineer. The contractor shall maintain the vehicle in first class condition and shall be supplied with appropriate fuel and lubricants at all times

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He shall provide equivalent substitute vehicles during any period s are taken out of service for maintenance, when the specified vehicle repair or any other reason. Unless otherwise specified, the vehicle shall at the end of the Contract become the property of the Government. A.1.3 Assistance to the Engineer The Contractor shall at all times during the duration of the Contract provide for the use of the Engineer all equipment, instruments and apparatus, all information and records and qualified chainmen and laborers required by the Engineer for inspecting and measuring the lude those Works. Such equipment, instruments and apparatus shall inc listed in the Special Provisions. A.1.4 Photographs The Contractor shall provide record photographs taken as, when and where directed by the Engineer at intervals of not more than one month. The photographs shall be sufficient in number and location to record the exact progress of the Works. The Contractor shall provide one proof print of each photograph taken, and the negative and ten copies, not less than 254 mm x 203 mm and printed on glossy paper, of any of the photographs by the Engineer. The photographs retained by the Engineer will become the property of the Government and the Contractor shall supply approved albums to accommodate them. Two copies are to be signed by the Contractor, one of which will be signed by the Engineer and returned to the Contractor. A.2 MEASUREMENT AND PAYMENT A.2.1 Measurement 1.

Lump-sum items shall be provided for the provision of: - Office building for the Engineer including pieces of furnitures, appliances and equipment. - Laboratory building for the Engineer including furnitures, appliances and equipment. - Survey equipment for the Engineer.

2. The quantities for the maintenance of the office and the laboratory for the Engineer shall be for the time the Engineer occupies the office and the laboratory respectively. The unit of the measure is "month". 3. No separate payment shall be made in respect of consumable materials as this is deemed to be included in the pay item for maintenance of the Engineer's facilities.

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4.

The quantities for the provision of vehicles for the Engineer

PART B

shall be the number of each type of vehicle supplied. The unit of measure is "each". 5. The quantities for the operation of vehicle for the Engineer shall be for the time the Engineer is supplied with each vehicle prior to their finally becoming the property of the Government. The unit of measure is "month". 6. The quantities for progress photographs shall be the number of photographs selected and provided as progress photographs. The unit of measure is "each". A.2..2 Payment The quantities determined as provided above shall be paid for at the appropriate contract unit price, for each of the particular pay items shown in the Bill of Quantities which price and payment shall constitute full compensation for furnishing and maintaining such items.

OTHER GENERAL REQUIREMENTS B.1 OFFICES, SHOPS, STORES AND WORKMENS ACCOMMODATION FOR CONTRACTOR The contractor shall provide and maintain such offices, stores, workshops latrines, housing and messing accommodations as are necessary. These shall be located in the Contractor's compound, distinct and separate from the Engineer's compound. The location, dimensions and layout of such buildings and places shall be subject to the approval of the Engineer. The Contractor shall not be permitted to erect temporary buildings or structures on the site without the specific permission in writing of the Engineer including approval of the dimensions of such buildings or structures. Before the commencement of the period of Warranty, the Contractor shall fence off the Contractor's store area from the rest of the Site. By the end of the Period of Warranty, the Contractor shall remove this fence, clear all the buildings and grade the area as required by the Engineer. B.2 MEDICAL ROOM AND FIRST AID FACILITIES 1. The Contractor shall provide and maintain throughout the duration of the Contract a medical room together with all necessary supplies to be sited in the Contractor's main area. The medical room shall be waterproof; it could be a building or room designated and used exclusively for the purpose. It shall have a floor area of at least 15 square meters and a glazed window area of at least 2 square meters. 2. The Contractor shall employ permanently on the site a fully trained Medical Aide, who shall be engaged solely on medical duties. 3. The location of the medical room and any other arrangements shall be made known to all employees by posting on prominent locations suitable notices in the Site. 4. The Contractor's arrangement to comply with this Section shall be subject to the approval of the Engineer and also to the approval of any qualified Medical Officer designated by the Government to supervise medical arrangements on the Site. B.3 MEASUREMENT AND PAYMENT Work prescribed in Section B.2 shall not be measured and paid separately; same shall be deemed to be included in pay items for other items for work.

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B.4 — CONSTRUCTION SURVEY AND STAKING B.4.1 Description This item shall consist of furnishing the necessary equipment and material to survey, stake, calculate, and record data for the control of work in accordance with this Specification and in conformity with the lines, grades and dimensions shown on the Plans or as established by the Engineer.

3. 4. 5. 6.

Grade control for courses of material Referencing Structure control for the work Any other procedures and controls necessary Established controls shall be within the tolerances shown in Table 1. Table 1 Construction Survey and Staking Tolerances(1)

B.4.2 Construction Requirements Staking phase

B.4.2.1 General Staking activities shall be included in the construction schedule to be submitted by the Contractor. Dates and sequence of each staking activity shall be included. The Engineer shall set initial reference lines, horizontal and vertical control points, and shall furnish the data for use in establishing control for the completion of each element of the work. Data relating to horizontal and vertical alignments, theoretical slope stake catch points, and other design data shall be furnished. The Contractor shall be responsible for the true settling of the works or improvements and for correctness of positions, levels, dimensions and alignment of all parts of the works. He shall provide all necessary instruments, appliances, materials and supplies, and labor in connection therewith. The Contractor shall provide a survey crew supervisor at the project site whenever surveying/staking activity is in progress. Prior to construction, the Engineer shall be notified of any missing initial reference lines, controls, points, or stakes. The Engineer shall reestablish missing initial reference lines, controls, points, or stakes. The Contractor for convenient use of Government-furnished data shall perform additional calculations. Immediate notification of apparent errors in the initial staking or in the furnished data shall be provided. All initial reference and control points shall be preserved. At the start of construction, all destroyed or disturbed initial reference or control points necessary to the work shall be replaced. Before surveying and staking, the Contractor shall discuss and coordinate the following with the Engineer: 1. 2.

Surveying and staking methods Stake marking/concrete monuments

control points Existing Government network Local supplemental control points set from existing Government network points Centerline points (4) - (PC), (PT), (POT), and (POC) including references Other centerline points Cross-section points and slope stakes ( 5) Slope stakes references Culverts, ditches, and minor drainage structures Retaining walls and curb and gutter Bridge substructures Bridge superstructures Clearing and grubbing limits Roadway subgrade finish stakes (7 ) Roadway finish grade stakes (7)

Vertical

±20 mm

±8 mm x 4K (2)

±10 mm

±3 mm x 4N1(3)

±10 mm ±50 mm ±50 mm ±50 mm

±10 mm ±50 mm ±50 mm ±50 mm

±50 mm ±20 mm ±10 mm(6) ±10 mm(6) ±500 mm ±50 mm ±50 mm

±20 mm ±10 mm ±10 mm ±10 mm ±10 mm ±10 mm

are relative to existing (1) At 95% confidence level. Tolerances Government network control points. (2) K is the distance in kilometers. (3) N is the number of instrument setups. oint of tangent, POT — (4) Centerline points: PC — point of curve, PT — p point on tangent, POC — point on curve (5) Take the cross-sections normal to the centerline + 1 degree. (6) Bridge control is established as local network and the tolerances are relative to that network. (7) Include pave ditches. The Contractor shall prepare field notes in an approved format. All field notes and supporting documentation shall become the property of the government upon completion of the work. Work shall only be started after staking for the affected work is accepted

7 6

Horizontal

curve radius is less than or equal to 150 meters and vertical parabolic curve radius is less than or equal to 100 meters, cross-sections shall be taken at a maximum centerline spacing of 10 meters. When the centerline horizontal curve radius is greater than 150 meters and vertical parabolic curve radius is greater than 100 meters, cross-sections shall be taken at a maximum centerline spacing of 20 meters. Additional crosssections shall be taken at significant breaks in topography and at changes in the typical roadway section including transition change to superelevated sections. Along each cross-section, points shall be measured and recorded at breaks in topography and at changes in typical roadway section including transition change to superelevated sections and shall be no further apart than 5 meters. Points shall be measured and recorded to at least the anticipated slope stake and reference locations. All cross-section distances shall be reduced to horizontal distances from centerline.

The construction survey and staking work may be spot-checked by the Engineer for accuracy, and unacceptable portions of work may be rejected. Rejected work shall be resurveyed, and work that is not within the tolerances specified in Table 1 shall be corrected. Acceptance of the construction staking shall not relieve the Contractor of responsibility for correcting errors discovered during the work and for bearing all additional costs associated with the error, unless such error is based on incorrect data supplied in writing by the Engineer, in which case, the expense in rectifying the same shall be at the expense of the Government. In the case of "change" or "changed conditions" which involve any change in stakeout, the Contractor shall coordinate with the Engineer and facilitate the prompt reestablishment of the field control for the altered or adjusted work. All flagging, lath, stakes, and other staking materials shall be removed and disposed after the project is completed.

3.

B.4.2.2 Equipment

Slope stakes and references shall be set on both sides of centerline at the cross-section locations. Slope stakes shall be established in the field as the actual point of intersection of the design roadway slope with the natural ground line. Slope stake references shall be set outside the clearing limits. All reference point and slope stake information shall be included on the reference stakes. When initial references are provided, slope stakes may be set from these points with verification of the slope stake location with field measurements. Slope stakes on any section that do not match with the staking report within the tolerances established in Table 1 shall be recatched. Roadway cross-section data shall be taken between centerline and the new slope stake location. Additional references shall be set even when the initial references are provided.

Survey instruments and supporting equipment capable of achieving the specified tolerances shall be furnished. Acceptable tools, supplies, and stakes of the type and quality normally used in highway survey work and suitable for the intended use shall be furnished. Stakes and hubs of sufficient length to provide a solid set in the ground with sufficient surface area above ground for necessary legible markings shall also be furnished. B.4.2.3 Survey and Staking Requirements All survey, staking, recording of data, and calculations necessary to construct the project from the initial layout to final completion shall be performed. Stakes shall be reset as many times as necessary to construct the work. 1.

2.

4.

Roadway Cross-Sections Roadway cross-sections shall be taken normal or perpendicular to the centerline. When the centerline horizontal

Clearing and Grubbing Limits Clearing and grubbing limits shall be set on both sides of centerline at roadway cross-section locations, extending one (1) meter beyond the toe of the fill slopes or beyond rounding of cut slopes as the case maybe for the entire length of the project unless otherwise shown on the plans or as directed by the Engineer.

Control Points Established initial horizontal and vertical control points in conflict with construction shall be relocated to areas that will not be disturbed by construction operations. The coordinates and elevations for the relocated points shall be furnished before the initial points are disturbed.

Slope Stakes and References

5.

Centerline Reestablishment Centerline shall be reestablished from instrument control points. The maximum spacing between centerline points shall be 10 meters when the centerline horizontal curve radius is less than or equal to 150 meters and vertical parabolic curve

radius is less than or equal to 100 meters. When the centerline horizontal curve radius is greater than 150 meters and vertical parabolic curve radius is greater than 100 meters, the maximum distance between centerline points shall be 20 meters. 6.

the flow line, the roadway section, and the size, length and the degree of elbow of culvert, end treatments, grade and other appurtenances. Plot into scale the cross-section of inlet and outlet channel at not more than 5 meters interval.

f.

Submit the plotted Pipe Projection Plan for approval of final culvert length, alignment and headwall.

g.

When the Pipe Projection Plan has been approved, set drainage culvert structure survey and reference stakes, and stake inlet and outlet to make the structure functional.

Grade Finishing Stakes Grade finishing stakes shall be set for grade elevations and horizontal alignment, at the centerline and at each shoulder of roadway cross-section locations. Stakes shall be set at the top of subgrade and the top of each aggregate course. Where turnouts are constructed, stakes shall be set at the centerline, at each normal shoulder, and at the shoulder of the turnout. In parking areas, hubs shall be set at the center and along the edges of the parking area. Stakes shall be set at all ditches to be paved. The maximum longitudinal spacing between stakes shall be 10 meters when the centerline horizontal curve radius is less than or equal to 150 meters and vertical parabolic curve radius is less than or equal to 100 meters. When the centerline horizontal curve radius is greater than 150 meters and vertical parabolic curve radius is greater than 100 meters, the maximum longitudinal spacing between stakes shall be 20 meters. The maximum transverse spacing between stakes shall be 5 meters. Brushes or guard stakes shall be used at each stake.

7.

e.

Culverts Culverts shall be staked to fit field conditions. The location of culverts may differ from the plans. The following shall be performed: a.

Survey and record the ground profile along the culvert centerline including inlet and outlet channel profile of at least 10 meters and as additionally directed by the Engineer so as to gather all necessary data for the preparation of pipe projection plan.

b.

Determine the slope catch points at the inlet and outlet.

c.

Set the reference points and record information necessary to determine culvert length and end treatments.

d.

Plot into scale the profile along the culvert centerline reflecting the natural ground elevation, invert elevation, 10

8.

Bridges Adequate horizontal and vertical control and reference points shall be set for all bridge structure and superstructure components. The bridge chord or the bridge tangent shall be established and referenced. The centerline of each pier, bent, and abutment shall also be established and referenced. Set at least three (3) reference points each at downstream and upstream portion. Conduct topographic survey and plot into scale at least 100 meters upstream and downstream from centerline of bridge.

9.

Retaining Walls and Other Types of Slope Protection Works Profile measurements along the face of the proposed wall and 2 meters in front of the wall face shall be surveyed and recorded. Cross-sections shall be taken within the limits designated by the Engineer at every 5 meters along the length of the wall and all major breaks in terrain. For each crosssection, points shall be measured and recorded every 5 meters and at all major breaks in terrain. Adequate references and horizontal and vertical control points shall be set.

10. Borrow and Waste Sites The work essential for initial layout and measurement of the borrow or waste site shall be performed. A referenced baseline, site limits, and clearing limits shall be established. Initial and final cross-sections shall be surveyed and recorded. 11. Permanent Monuments and Markers All survey and staking necessary to establish permanent monuments and markers shall be performed. 11

12. Miscellaneous Survey and Staking All surveying, staking, and recording of data essential for establishing the layout and control of the following shall be performed, as applicable:

Permanent monuments and markers shall be measured by each unit placed and installed at the proper locations. Miscellaneous survey and staking shall be measured by the hour of survey work ordered or by the lump sum. For miscellaneous survey and staking paid by the hour, the minimum survey crew size shall be 2

a.

Approach roads and trails

b.

Road Right of Way and Construction limit in

c.

accordance with the approved Parcellary Plan. Curb and gutter

project site, performing calculations, plotting cross sections and other ary o data, processing computer data, and other efforts necess t successfully accomplish construction survey and staking shall not be

persons. Time spent in making preparations, travelling to and from the

d.

Guardrail

measured separately but deemed included as subsidiary for each of the

e.

Parking areas

Pay Item.

f.

Paved waterways and outfall structures

9. h.

Lined canals and other ditches Chutes and Spillways

i.

Turf establishment

J. k.

Utilities Signs, delineators, and object markers

I.

Pavement markings

B.4.4 Basis of Payment The accepted quantities, measured as provided in Section B.4.3, shall be paid for at the contract unit price for each of the Pay Item listed below that is included in the bill of Quantities. Payment shall constitute full compensation for surveying, staking, calculating/processing by any means and recording data, for furnishing

B.4.3 Method of Measurement

and placing all materials, and for furnishing all equipment, tools and

Construction survey and staking shall be measured by the kilometer. Bridge survey and staking, and retaining wall survey and staking shall be measured by the lump sum.

incidentals necessary to complete the Item. The construction survey and staking lump sum item shall be paid as follows: a.

Slope, reference, and clearing and grubbing stakes shall be measured by the kilometer.

the original contract amount. b.

Centerline establishment shall be measured by the kilometer. Centerline reestablishment shall be measured only one time. Culvert survey and staking shall be measured by the each.

25% of the lump sum, not to exceed 0.5% of the original contract amount, shall be paid following completion of 10% of

Payment of the remaining portion of the lump sum shall be prorated based on the total work completed.

The bridge survey and staking and the retaining wall survey and staking lump sum items shall be paid on a prorated basis as the applicable work progresses.

Grade finishing stakes shall be measured by the kilometer. Subgrade shall be measured one time and each aggregate course shall also be measured one time.

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PART C — EARTHWORK ITEM 100 — CLEARING AND GRUBBING 100.1

Payment will be made under:

Pay Item Number

Description

Unit of Measurement

This item shall consist of clearing, grubbing, removing and disposing all vegetation and debris as designated in the Contract, except those objects that are designated to remain in place or are to be removed in consonance with other provisions of this Specification. The work shall also include the preservation from injury or defacement of all objects designated to remain. 100.2

B.4 (1)

Construction survey and staking

Kilometer

Slope, reference, and clearing B.4 (2)

and grubbing stakes

Kilometer

BA (3)

Centerline reestablishment

Kilometer

B.4 (4)

Culvert survey and staking

Each

B.4 (5)

Bridge survey and staking

Lump sum

B.4 (6)

Retaining wall survey and staking

Lump sum

B.4 (7)

Grade finishing stakes

Kilometer

B.4 (8)

markers

Each

B.4 (9)

Miscellaneous survey and staking

Hour

B.4 (10)

Miscellaneous survey and staking

Lump sum

Permanent monuments and

Description

Construction Requirements

100.2.1 General The Engineer will establish the limits of work and designate all trees, shrubs, plants and other things to remain. The Contractor shall preserve all objects designated to remain. Paint required for cut or scarred surface of trees or shrubs selected for retention shall be an approved asphaltum base paint prepared especially for tree surgery. Clearing shall extend one (1) meter beyond the toe of the fill slopes or beyond rounding of cut slopes as the case maybe for the entire length of the project unless otherwise shown on the plans or as directed by the Engineer and provided it is within the right of way limits of the project, with the exception of trees under the jurisdiction of the Forest Management Bureau (FMB). 100.2.2 Clearing and Grubbing All surface objects and all trees, stumps, roots and other protruding obstructions, not designated to remain, shall be cleared and/or grubbed, including mowed as required, except as provided below: (1) Removal of undisturbed stumps and roots and nonperishable solid objects with a minimum depth of one (1) meter below subgrade or slope of embankment will not be required. (2) In areas outside of the grading limits of cut and embankment areas, stumps and nonperishable solid objects shall be cut off not more than 150 mm above the ground line or low water level. (3)In areas to be rounded at the top of cut slopes, stumps shall be cut off flush with or below the surface of the final slope line.

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(4) Grubbing of pits, channel changes and ditches will be required only to the depth necessitated by the proposed excavation within such areas. (5)In areas covered by cogon/talahib, wild grass and other vegetations, top soil shall be cut to a maximum depth of 150 mm below the original ground surface or as designated by the Engineer, and disposed outside the clearing and grubbing limits as indicated in the typical roadway section. Except in areas to be excavated, stump holes and other holes from which obstructions are removed shall be backfilled with suitable material and compacted to the required density. If perishable material is burned, it shall be burned under the constant care of component watchmen at such times and in such a manner that the surrounding vegetation, other adjacent property, or anything designated to remain on the right of way will not be jeopardized. If permitted, burning shall be done in accordance with applicable laws, ordinances, and regulation. The Contractor shall use high intensity burning procedures, (i.e., incinerators, high stacking or pit and ditch burning with forced air supplements) that produce intense burning with little or no visible smoke emission during the burning process. At the conclusion of each burning session, the fire shall be completely extinguished so that no smoldering debris remains.

s shal fertilized and mulched at the The disposal area l be seeded, Contractor's expense. Woody material may be disposed off by chipping. The wood chips may be used for mulch, slope erosion control or may be uniformly spread over selected areas as directed by the Engineer. ood chips W used as mulch for slope erosion control shall have a maximum thickness of 12 mm and faces not exceeding 3900 mm2 on any individual surface area. Wood chips not designated for use under other sections shall be spread over the designated areas in layers not to exceed 75 mm loose thickness. Diseased trees shall be buried or disposed off as directed by the Engineer. All merchantable timber in the clearing area which has not been removed from the right of way prior to the beginning of construction, shall become the property of the Contractor, unless otherwise provided. Low hanging branches and unsound or unsightly branches on trees or shrubs designated to remain shall be trimmed as directed. Branches of trees extending over the roadbed shall be trimmed to give a clear height of 6 m above the roadbed surface. All trimming shall be done by skilled workmen and in accordance with good tree surgery practices. Timber cut inside the area staked for clearing shall be felled within the area to be cleared. 100.2.3

Individual Removal of Trees or Stumps

In the event that the Contractor is directed by the Engineer not to start burning operations or to suspend such operations because of hazardous weather conditions, material to be burned which interferes with subsequent construction operations shall be moved by the Contractor to temporary locations clear of construction operations and later, if directed by the Engineer, shall be placed on a designated spot and burned.

Individual trees or stumps designated by the Engineer for removal and located in areas other than those established for clearing, grubbing and roadside cleanup shall be removed and disposed off as specified under Subsection 100.2.2 except trees removed shall be cut as nearly flush with the ground as practicable without removing stumps.

Materials and debris which cannot be burned and perishable materials may be disposed off by methods and at locations approved by the Engineer, on or off the project. If disposal is by burying, the debris shall be placed in layers with the material so disturbed to avoid nesting. Each layer shall be covered or mixed with earth material by the land-fill method to fill all voids. The top layer of material buried shall be covered with at least 300 mm of earth or other approved material and shall be graded, shaped and compacted to present a pleasing appearance. If the disposal location is off the project, the Contractor shall make all necessary arrangements with property owners in writing for obtaining suitable disposal locations which are outside the limits of view from the project. The cost involved shall be included in the unit bid price. A copy of such agreement shall be furnished to the Engineer.

Measurement will be by one or more of the following alternate methods:

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100.3

Method of Measurement

1.

Area Basis. The work to be paid for shall be the number of hectares and fractions thereof acceptably cleared and grubbed within the limits indicated on the Plans or as may be adjusted in field staking by the Engineer. Areas not within the clearing and grubbing limits shown on the Plans or not staked for clearing and grubbing will not be measured for payment.

2.

Lump-Sum Basis. When the Bill of Quantities contains a Clearing and Grubbing lump-sum item, no measurement of area will be made for such item.

3.

Individual Unit Basis (Selective Clearing).

The diameter of

trees will be measured at a height of 1.4 m above the ground. Trees less than 150 mm in diameter will not be measured for payment. When Bill of Quantities indicates measurement of trees by individual unit basis, the units will be designated and measured in accordance with the following schedule of sizes:

Diameter at height of 1.4 m Over 150 mm to 900 mm Over 900 mm 100.4

Pay Item Designation Small Large

Basis of Payment

The accepted quantities, measured as prescribed in Section 100.3, shall be paid for at the Contract unit price for each of the Pay Items listed below that is included in the Bill of Quantities, which price and payment shall be full compensation for furnishing all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.

salvaging of designated materials, and backfilling the also include the resulting trenches, holes and pits. 101.2

Construction Requirements

101.2.1 General The Contractor shall perform the work described above, within and adjacent to the roadway, on Government land or easement, as shown on the Plans or as directed by the Engineer. All designated salvable material shall be removed, without unnecessary damage, in sections or pieces which may be readily transported, and shall be stored by the Contractor at specified places on the project or as otherwise shown in the Special Provisions. Perishable material shall be handled as designated in Subsection 100.2.2 Nonperishable material may be disposed off outside the limits of view from the project with written permission of the property owner on whose property the material is placed. Copies of all agreements with property owners are to be furnished to the Engineer. Basements or cavities left by the structure removal shall be filled with acceptable material to the level of the surrounding ground and, if within the prism of construction, shall be compacted to the required density. 101.2.2

Removal of Existing Bridges, Culverts, and other Drainage Structures

Payment will be made under:

Pay Item Number

Description

100 (1) 100 (2) 100 (3)

Clearing and Grubbing Clearing and Grubbing Individual Removal of Trees, Small Individual removal of Trees, Large

100 (4)

Unit of Measurement

Hectare Lump Sum Each Each

ITEM 101 — REMOVAL OF STRUCTURES AND OBSTRUCTIONS 101.1

Description

This Item shall consist of the removal wholly or in part, and satisfactory disposal of all buildings, fences, structures, old pavements, abandoned pipe lines, and any other obstructions which are not designated or permitted to remain, except for the obstructions to be removed and disposed off under other items in the Contract. It shall

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All existing bridges, culverts and other drainage structures in use by traffic shall not be removed until satisfactory arrangements have been made to accommodate traffic. The removal of existing culverts within embankment areas will be required only as necessary for the installation of new structures. Abandoned culverts shall be broken down, crushed and sealed or plugged. All retrieved culvert for future use as determined by the Engineer shall be carefully removed and all precautions shall be employed to avoid breakage or structural damage to any of its part. All sections of structures removed which are not designated for stockpiling or re-laying shall become the property of the Government and be removed from the project or disposed off in a manner approved by the Engineer. Unless otherwise directed, the substructures of existing structures shall be removed down to the natural stream bottom and those parts outside of the stream shall be removed down to at least 300 mm below natural ground surface. Where such portions of existing structures lie wholly or in part within the limits for a new structure, they shall be removed as necessary to accommodate the construction of the proposed structure. Steel bridges and wood bridges when specified to be salvaged shall be carefully dismantled without damaged. Steel members shall be match marked unless such match marking is waived by the 19

Engineer. All salvaged material shall be stored as specified in Subsection 101.2.1. Structures designated to become the property of the Contractor shall be removed from the right-of-way.

for any Whenever the Bill of Quantities does not contain an item aforementioned removals, the work will not be paid for directly, but will be considered as a subsidiary obligation of the Contractor under other Contract Items. 101.4

Blasting or other operations necessary for the removal of an existing structure or obstruction, which may damage new construction, shall be completed prior to placing the new work, unless otherwise provided in the Special Provisions. 101.2.3 Removal of Pipes Other than Pipe Culverts Unless otherwise provided, all pipes shall be carefully removed and every precaution taken to avoid breakage or damaged. Pipes to be relaid shall be removed and stored when necessary so that there will be no loss of damage before re-laying. The Contractor shall replace sections lost from storage or damage by negligence, at his own expense. 101.2.4 Removal of Existing Pavement, Sidewalks, Curbs, etc. All concrete pavement, base course, sidewalks, curbs, gutters, etc., designated for removal, shall be: Broken into pieces and used for riprap on the project, or Broken into pieces, the size of which shall not exceed 300 mm in any dimension and stockpiled at designated locations on the project for use by the Government, or (3)

Otherwise demolished and disposed off as directed by the Engineer. When specified, ballast, gravel, bituminous materials or other surfacing or pavement materials shall be removed and stockpiled as required in Subsection 101.2.1, otherwise such materials shall be disposed off as directed.

There will be no separate payment for excavating for the removal of structures and obstructions, or for backfilling and compacting the remaining cavity. 101.3

Method of Measurement

Basis of Payment

The accepted quantities, measured as prescribed in Section 101.3, sum price bid for each shall be paid for at the Contract unit price or lump of the Pay Items listed below that is included in the Bill of Quantities which price and payment shall be full compensation for removing and disposing of obstructions, including materials, labor, equipments, tools and incidentals necessary to complete the work prescribed in this Item. The price shall also include backfilling, salvaging of materials removed, their custody, preservation, storage on the right-of-way and disposa l as provided herein. Payment will be made under:

Pay Item Number 101 (1) 101 (2) 101 (3) 101 (4)

Description

Removal of Structures and Obstruction Removal of actual structures/obstruction Removal of actual structures/obstruction Removal of actual structures/obstruction

Unit of Measurement Lump Sum Each Square Meter Linear Meter

ITEM 102 — EXCAVATION 102.1

Description

This Item shall consist of roadway drainage and borrow excavation, and the disposal of material in accordance with this Specification and in conformity with the lines, grades and dimensions shown on the Plans or established by the Engineer. 102.1.1

Roadway Excavation

When the Contract stipulates that payment will be made for removal of obstructions on lump-sum basis, the pay item will include all structures and obstructions encountered within the roadway. Where the contract stipulates that payment will be made for the removal of specific items on a unit basis, measurement will be made by the unit stipulated in the Contract.

Roadway excavation will include excavation and grading for roadways, parking areas, intersections, approaches, slope rounding, benching, waterways and ditches; removal of unsuitable material from the roadbed and beneath embankment areas; and excavating selected material found in the roadway as ordered by the Engineer for specific use in the improvement. Roadway excavation will be classified as

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"unclassified excavation", "rock excavation", "common excavation", or "muck excavation" as indicated in the Bill of Quantities and hereinafter described. (1) Unclassified Excavation. Unclassified excavation shall consist of the excavation and disposal of all materials regardless of its nature, not classified and included in the Bill of Quantities under other pay items. (2)

Rock Excavation. Rock excavation shall consist of excavation of igneous, sedimentary and metamorphic rocks which cannot be excavated without blasting or the use of rippers, and all boulders or other detached stones each having a volume of 1 cubic meter or more as determined by physical measurements or visually by the Engineer.

(3)Common Excavation. Common excavations shall consist of all excavation not included in the Bill of Quantities under "rock excavation" or other pay items. (4)

Muck Excavation. Muck excavation shall consist of the removal and disposal of deposits of saturated or unsaturated mixtures of soils and organic matter not suitable for foundation materials regardless of moisture content.

102.1.2 Borrow Excavation Borrow excavation shall consist of the excavation and utilization of approved materials required for the construction of embankments or for other portions of the work, and shall be obtained from approved sources, in accordance with Clause 61, Standard Specifications for Public Works and Highways, Volume I and the following: (1)

(2)

Borrow, Case 1 Borrow Case 1 will consist of material obtained from sources designated on the Plans or in the Special Provisions. Borrow, Case 2 Borrow Case 2 will consist of material obtained from sources provided by the Contractor.

The material shall meet the quality requirements determined by the Engineer unless otherwise provided in the Contract. 102.2

Construction Requirements

102.2.1 General When there is evidence of discrepancies on the actual elevations and that shown on the Plans, a pre-construction survey referred to the datum plane used in the approved Plan shall be undertaken by the 22

he control of the Engineer to serve as basis for the Contractor under t computation of the actual volume of the excavated materials. All excavations shall be finished to reasonably smooth and uniform ls shall be wasted without authority of the surfaces. No materia Engineer. Excavation operations shall be conducted so that material outside of the limits of slopes will not be disturbed. rior to excavation, all P necessary clearing and grubbing in that area shall have been performed in accordance with Item 100, Clearing and Grubbing. 102.2.2 Conservation of Topsoil Where provided for on the Plans or in the Special Provisions, n reas where suitable topsoil encountered in excavation and o a embankment is to be placed shall be removed to such extent and to such depth as the Engineer may direct. The removed topsoil shall be transported and deposited in storage piles at locations approved by the Engineer. The topsoil shall be completely removed to the required depth from any designated area prior to the beginning of regular excavation or embankment work in the area and shall be kept separate from other excavated materials for later use. 102.2.3 Utilization of Excavated Materials All suitable materials removed from the excavation shall be used in the formation of the embankment, subgrade, shoulders, slopes, bedding, and backfill for structures, and for other purposes shown on the Plans or as directed. The Engineer will designate as unsuitable those soils that cannot be properly compacted in embankments. All unsuitable materials shall be disposed off as shown on the Plans or as directed without delay to the Contractor. Only approved materials shall be used in the construction of embankments and backfills. All excess materials, including rock and boulders that cannot be used in embankments shall be disposed off as directed. Materials encountered in the excavation and determined by the Engineer as suitable for topping, road finishing, slope protection, or other purposes shall be conserved and utilized as directed by the Engineer. Borrow materials shall not be placed until after the readily accessible materials from roadway excavation has been placed in the fill, unless otherwise permitted or directed by the Engineer. If the Contractor places more borrow than is required and thereby causes a 23

waste of excavation, the amount of such waste will be deducted from the borrow volume.

that do not constitute a safety hazard or an impairment to variations drainage courses or facilities will be permitted.

102.2.4 Prewatering

A maximum offset of 600 mm will be permitted for a construction working bench at the bottom of each lift for use in drilling the next lower presplitting pattern.

Excavation areas and borrow pits may be prewatered before excavating the material. When prewatering is used, the areas to be excavated shall be moistened to the full depth, from the surface to the bottom of the excavation. The water shall be controlled so that the excavated material will contain the proper moisture to permit compaction to the specified density with the use of standard compacting equipment. Prewatering shall be supplemented where necessary, by truck watering units, to ensure that the embankment material contains the proper moisture at the time of compaction. The Contractor shall provide drilling equipment capable of suitably checking the moisture penetration to the full depth of the excavation. 102.2.5 Presplitting Unless otherwise provided in the Contract, rock excavation which requires drilling and shooting shall be presplit. Presplitting to obtain faces in the rock and shale formations shall be performed by: (1) drilling holes at uniform intervals along the slope lines, (2) loading and stemming the holes with appropriate explosives and stemming material, and (3) detonating the holes simultaneously. Prior to starting drilling operations for presplitting, the Contractor shall furnish the Engineer a plan outlining the position of all drill holes, depth of drilling, type of explosives to be used, loading pattern and sequence of firing. The drilling and blasting plan is for record purposes only and will not absolve the Contractor of his responsibility for using proper drilling and blasting procedures. Controlled blasting shall begin with a short test section of a length approved by the Engineer. The test section shall be presplit, production drilled and blasted and sufficient material excavated the Engineer can determine if the Contractor's methods whereby are satisfactory. The Engineer may order discontinuance of the presplitting when he determines that the materials encountered have become unsuitable for being presplit. The holes shall be charged with explosives of the size, kind, strength, and at the spacing suitable for the formations being presplit, and with stemming material which passes a 9.5 mm standard sieve and which has the qualities for proper confinement of the explosives. The finished presplit slope shall be reasonably uniform and free of loose rock. Variance from the true plane of the excavated backslope shall not exceed 300 mm; however, localized irregularities or surface

102.2.6 Excavation of Di

tches, Gutters, etc.

d from side ditches and gutters, channel All materials excavate changes, irrigation ditches, inlet and outlet ditches, toe ditches, furrow ditches, and such other ditches as may be designated on the Plans or staked by the Engineer, shall be utilized as provided in Subsection 102.2.3. Ditches shall conform to the slope, grade, and shape of the required cross-section, with no projections of roots, stumps, rock, or similar matter. The Contractor shal l maintain and keep open and free from leaves, sticks, and other debris all ditches dug by him until final acceptance of the work. Furrow ditches shall be formed by plowing a continuous furrow along the line staked by the Engineer. Methods other than plowing may be used if acceptable to the Eng ineer. The ditches shall be cleaned out by hand shovel work, by ditcher, or by some other suitable method, throwing all loose materials on the downhill side so that the bottom of the finished ditch shall be approximately 450 mm below the crest of the loose material piled on the downhill side. and finish will H not be required, but the flow lines shall be in satisfactory shape to provide drainage without overflow. 102.2.7 Excavation of Roadbed Level 150 mm below subgrade Rock shall be excavated to a depth of ation backfilled with within the limits of the roadbed, and the excav material designated on the Plans or approved by the Engineer and compacted to the required density. When excavation methods employed by the Contractor leave undrained pockets in the rock surface, the Contractor shall at his own expense, properly drain such depressions or when permitted by the Engineer fill the depressions with approved impermeab le material. Material below subgrade, other than solid rock shall be thoroughly scarified to a depth of 150 mm and the moisture content increased or reduced, as necessary, to bring the material throughout this 150 mm layer to the moisture content suitable for maximum compaction. This layer shall then be compacted in accordance with Subsection 104.3.3.

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102.2.8 Borrow Areas

nsuitable or Surplus Material shall be the net Measurement of U volume in its original position.

The Contractor shall notify the Engineer sufficiently in advance of opening any borrow areas so that cross-section elevations and measurements of the ground surface after stripping may be taken, and the borrow material can be tested before being used. Sufficient time for testing the borrow material shall be allowed. All borrow areas shall be bladed and left in such shape as to permit accurate measurements after excavation has been completed. The Contractor shall not excavate beyond the dimensions and elevations established, and no material shall be removed prior to the staking out and cross-sectioning of the site. The finished borrow areas shall be approximately true to line and grade established and specified and shall be finished, as prescribed in Clause 61, Standard Specifications for Public Works and Highways, Volume 1. When necessary to remove fencing, the fencing shall be replaced in at least as good condition as it was originally. The Contractor shall be responsible for the confinement of livestock when a portion of the fence is removed. 102.2.9 Removal of Unsuitable Material Where the Plans show the top portion of the roadbed to be selected topping, all unsuitable materials shall be excavated to the depth necessary for replacement of the selected topping to the required compacted thickness. Where excavation to the finished graded section results in a subgrade or slopes of unsuitable soil, the Engineer may require the Contractor to remove the unsuitable material and backfill to the finished graded section with approved material. The Contractor shall conduct his operations in such a way that the Engineer can take the necessary cross-sectional measurements before the backfill is placed. The excavation of muck shall be handled in a manner that will not permit the entrapment of muck within the backfill. The material used for backfilling up to the ground line or water level, whichever is higher, shall be rock or other suitable granular material selected from the roadway excavation, if available. If not available, suitable material shall be obtained from other approved sources. Unsuitable material removed shall be disposed off in designated areas shown on the Plans or approved by the Engineer.

For measurement purposes, surplus suitable material shall be calculated as the difference between the net volume of suitable material required to be used in embankment corrected by applying a shrinkage factor or a swell factor in ase f rock excavation, determined by c o laboratory tests to get its original volume measurement, and the net volume of suitable material from excavation in the original position. Separate pay items shall be provided for surplus common, unclassified and rock material. The Contractor shall be deemed to have included in the contract unit prices all costs of obta ining land for the disposal of unsuitable or surplus material. 102.4

Basis of Payment

ection 102.3 The accepted quantities, measured as prescribed in S shall be paid for at the contract unit price for each of the Pay Items listed below that is included in the Bill of Quantities which price and payment shall be full compensation for the removal and disposal of excavated materials including all labor, equipment, tools, nd a incidentals necessary to complete the work prescribed in this Item. Payment will be made under:

Pay Item Number

Description

102 (1) 102 (2) 102 (3) 102 (4)

Unsuitable Excavation Surplus Common Excavation Surplus Rock Excavation Surplus Unclassified Excavation

Unit of Measurement Cubic Cubic Cubic Cubic

Meter Meter Meter Meter

ITEM 103 — STRUCTURE EXCAVATION 103.1

Description

The cost of excavation of material which is incorporated in the Works or in other areas of fill shall be deemed to be included in the Items of Work where the material is used.

This Item shall consist of the necessary excavation for foundation of bridges, culverts, underdrains, and other structures not otherwise provided for in the Specifications. Except as otherwise provided for pipe culverts, the backfilling of completed structures and the disposal of all excavated surplus materials, shall be in accordance with these Specifications and in reasonably close conformity with the Plans or as established by the Engineer.

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102.3

Method of Measurement

This Item shall include necessary diverting of live streams, bailing, pumping, draining, sheeting, bracing, and the necessary construction of cribs and cofferdams, and furnishing the materials therefore, and the subsequent removal of cribs and cofferdams and the placing of all necessary backfill.

(2)

It shall also include the furnishing and placing of approved foundation fill material to replace unsuitable material encountered below the foundation elevation of structures. No allowance will be made for classification of different types of material encountered. 103.2

Structures other than pipe culverts. All rock or other hard foundation materials shall be cleaned of all loose materials, and cut to a firm surface, either level, stepped, or serrated as directed by the Engineer. All seams or crevices shall be cleaned and grouted. All loose and disintegrated rocks and thin strata shall be removed. When the footing is to rest on material other than rock, excavation to final grade shall not be made until just before the footing is to be placed. When the foundation material is soft or mucky or otherwise unsuitable, as determined by the Engineer, the Contractor shall remove the unsuitable material and backfill with approved granular material. This foundation fill shall be placed and compacted in 150 mm layers up to the foundation elevation.

Construction Requirements When foundation piles are used, the excavation of each pit shall be completed before the piles are driven and any placing of foundation fill shall be done after the piles are driven. After the driving is completed, all loose and displaced materials shall be removed, leaving a smooth, solid bed to receive the footing.

103.2.1 Clearing and Grubbing Prior to starting excavation operations in any area, all necessary clearing and grubbing in that area shall have been performed in accordance with Item 100, Clearing and Grubbing. (3) 103.2.2 Excavation (1) General, all structures. The Contractor shall notify the Engineer sufficiently in advance of the beginning of any excavation so that cross-sectional elevations and measurements may be taken on the undisturbed ground. The natural ground adjacent to the structure shall not be disturbed without permission of the Engineer. Trenches or foundation pits for structures or structure footings shall be excavated to the lines and grades or elevations shown on the Plans or as staked by the Engineer. They shall be of sufficient size to permit the placing of structures or structure footings of the full width and length shown. The elevations of the bottoms of footings, as shown on the Plans, shall be considered as approximate only and the Engineer may order, in writing, such changes in dimensions or elevations of footings as may be deemed necessary, to secure a satisfactory foundation. Boulders, logs, and other objectionable materials encountered in excavation shall be removed. After each excavation is completed, the Contractor shall notify the Engineer to that effect and no footing, bedding material or pipe culvert shall be placed until the Engineer has approved the depth of excavation and the character of the foundation material. 28

Pipe Culverts. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the pipe and thorough tamping of the bedding material under and around the pipe. Where rock, hardpan, or other unyielding material is encountered, it shall be removed below the foundation grade for a depth of at least 300 mm or 4 mm for each 100 mm of fill over the top of pipe, whichever is greater, but not to exceed three-quarters of the vertical inside diameter of the pipe. The width of the excavation shall be at least 300 mm greater than the horizontal outside diameter of the pipe. The excavation below grade shall be backfilled with selected fine compressible material, such as silty clay or loam, and lightly compacted in layers not over 150 mm in uncompacted depth to form a uniform but yielding foundation. Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, such unstable soil under the pipe and for a width of at least one diameter on each side of the pipe shall be removed to the depth directed by the Engineer and replaced with approved granular foundation fill material properly compacted to provide adequate support for the pipe, unless other special construction methods are called for on the Plans. The foundation surface shall provide a firm foundation of uniform density throughout the length of the culvert and, if directed by the Engineer, shall be cambered in the direction parallel to the pipe centerline. 29

Where pipe culverts are to be placed in trenches excavated in embankments, the excavation of each trench shall be performed after the embankment has been constructed to a plane parallel to the proposed profile grade and to such height above the bottom of the pipe as shown on the Plans or directed by the Engineer. 103.2.3 Utilization of Excavated Materials All excavated materials, so far as suitable, shall be utilized as backfill or embankment. The surplus materials shall be disposed off in such manner as not to obstruct the stream or otherwise impair the efficiency or appearance of the structure. No excavated materials shall be deposited at any time so as to endanger the partly finished structure. 103.2.4 Cofferdams Suitable and practically watertight cofferdams shall be used wherever water-bearing strata are encountered above the elevation of the bottom of the excavation. If requested, the Contractor shall submit drawings showing his proposed method of cofferdam construction, as directed by the Engineer. Cofferdams or cribs for foundation construction shall in general, be carried well below the bottoms of the footings and shall be well braced and as nearly watertight as practicable. In general, the interior dimensions of cofferdams shall be such as to give sufficient clearance for the construction of forms and the inspection of their exteriors, and to permit pumping outside of the forms. Cofferdams or cribs which are tilted or moved laterally during the process of sinking shall be righted or enlarged so as to provide the necessary clearance. When conditions are encountered which, as determined by the Engineer, render it impracticable to dewater the foundation before placing the footing, the Engineer may require the construction of a concrete foundation seal of such dimensions as he may consider necessary, and of such thickness as to resist any possible uplift. The concrete for such seal shall be placed as shown on the Plans or directed by the Engineer. The foundation shall then be dewatered and the footing placed. When weighted cribs are employed and the mass is utilized to overcome partially the hydrostatic pressure acting against the bottom of the foundation seal, special anchorage such as dowels or keys shall be provided to transfer the entire mass of the crib to the foundation seal. When a foundation seal is placed under water, the cofferdams shall be vented or ported at low water level as directed. Cofferdams shall be constructed so as to protect green concrete against damage from sudden rising of the stream and to prevent damage to the foundation by erosion. No timber or bracing shall be left 30

in such a way as to extend into substructure in cofferdams or cribs masonry, without written permission from the Engineer. Any pumping that may be permitted from the interior of any foundation enclosure shall be done in such a manner as to preclude the possibility of any portion of the concrete material being carried away. Any pumping required during the placing of concrete, or for a period of at least 24 hours thereafter, shall be done from a suitable sump located outside the concrete forms. Pumping to dewater a sealed cofferdam shall not commence until the seal has set sufficiently to withstand the hydrostatic pressure. Unless otherwise provided, cofferdams or cribs, with all sheeting and bracing involved therewith, shall be removed by the Contractor after the completion of the substructure. Removal shall be effected in such manner as not to disturb or mar finished masonry. 103.2.5 Preservation of Channel Unless otherwise permitted, no excavation shall be made outside of caissons, cribs, cofferdams, or sheet piling, and the natural stream bed adjacent to structure shall not be disturbed without permission from the Engineer. If any excavation or dredging is made at the side of the structure before caissons, cribs, or cofferdams are sunk in place, the Contractor shall, after the foundation base is in place, backfill all such excavations to the original ground surface or stream bed with material satisfactory to the Engineer. 103.2.6 Backfill and Embankment for Structures Other Than Pipe Culverts Excavated areas around structures shall be backfilled with free draining granular material approved by the Engineer and placed in horizontal layers not over 150 mm in thickness, to the level of the original ground surface. Each layer shall be moistened or dried as required and thoroughly compacted with mechanical tampers. In placing backfills or embankment, the material shall be placed simultaneously in so far as possible to approximately the same elevation on both sides of an abutment, pier, or wall. If conditions require placing backfill or embankment appreciably higher on one side than on the opposite side, the additional material on the higher side shall not be placed until the masonry has been in place for 14 days, or until tests made by the laboratory under the supervision of the Engineer establishes that the masonry has attained sufficient strength to withstand any pressure created by the methods used and materials placed without damage or strain beyond a safe factor. Backfill or embankment shall not be placed behind the walls of concrete culverts or abutments or rigid frame structures until the top 31

slab is placed and cured. Backfill and embankment behind abutments held at the top by the superstructure, and behind the sidewalls of culverts, shall be carried up simultaneously behind opposite abutments or sidewalls. All embankments adjacent to structures shall be constructed in horizontal layers and compacted as prescribed in Subsection 104.3.3 except that mechanical tampers may be used for the required compaction. Special care shall be taken to prevent any wedging action against the structure, and slopes bounding or within the areas to be filled shall be benched or serrated to prevent wedge action. The placing of embankment and the benching of slopes shall continue in such a manner that at all times there will be horizontal berm of thoroughly compacted material for a distance at least equal to the height of the abutment or wall to be backfilled against except insofar as undisturbed material obtrudes upon the area. Broken rock or coarse sand and gravel shall be provided for a drainage filter at weepholes as shown on the Plans.

(5)

Volume of water or other liquid resulting from construction operations and which can be pumped or drained away.

(6)

The volume of any excavation performed prior to the taking of elevations and measurements of the undisturbed ground.

(7)

the volume of any material rehandled, except that where the Plans indicate or the Engineer directs the excavation after embankment has been placed and except that when installation of pipe culverts by the imperfect trench method specified in Item 500 is required, the volume of material reexcavated as directed will be included.

(8)

The volume of excavation for footings ordered at a depth more than 1.5 m below the lowest elevation for such footings shown on the original Contract Plans, unless the Bill of Quantities contains a pay item for excavation ordered below the elevations shown on the Plans for individual footings.

103.2.7 Bedding, Backfill, and Embankment for Pipe Culverts

103.3.2 Bridge Excavation

Bedding, Backfill and Embankment for pipe culverts shall be done in accordance with Item 500, Pipe Culverts and Storm Drains.

The volume of excavation, designated on the Plans or in the Special Provisions as "Bridge Excavation" will be measured as described below and will be kept separate for pay purposes from the excavation for all structures.

103.3

Method of Measurement

103.3.1 Structure Excavation The volume of excavation to be paid for will be the number of cubic metres measured in original position of material acceptably excavated in conformity with the Plans or as directed by the Engineer, but in no case, except as noted, will any of the following volumes be included in the measurement for payment: (1)

(2)

The volume outside of vertical planes 450 mm outside of and parallel to the neat lines of footings and the inside walls of pipe and pipe-arch culverts at their widest horizontal dimensions. The volume of excavation for culvert and sections outside the vertical plane for culverts stipulated in (1) above.

(3)

The volume outside of neat lines of underdrains as shown on the Plans, and outside the limits of foundation fill as ordered by the Engineer.

(4)

The volume included within the staked limits of the roadway excavation, contiguous channel changes, ditches, etc., for which payment is otherwise provided in the Specification. 32

The volume of bridge excavation to be paid shall be the vertical 450 mm outside of and parallel to the neat lines of the footing. The vertical planes shall constitute the vertical faces of the volume for pay quantities regardless of excavation inside or outside of these planes. 103.3.3 Foundation Fill The volume of foundation fill to be paid for will be the number of cubic metres measured in final position of the special granular material actually provided and placed below the foundation elevation of structures as specified, completed in place and accepted. 103.3.4 Shoring, Cribbing, and Related Work Shoring, cribbing and related work whenever included as a pay item in Bill of Quantities will be paid for at the lump sum bid price. This work shall include furnishing, constructing, maintaining, and removing any and all shoring, cribbing, cofferdams, caissons, bracing, sheeting, water control, and other operations necessary for the acceptable completion of excavation included in the work of this Section, to a depth of 1.5 m below the lowest elevation shown on the Plans for each separable foundation structure. 33

103.3.5 Basis of Payment

104.2

The accepted quantities, measured as prescribed in Section 103.3, shall be paid for at the contract unit price for each of the particular pay items listed below that is included in the Bill of Quantities. The payment shall constitute full compensation for the removal and disposal of excavated materials including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item, except as follows: (1)

Any excavation for footings ordered at a depth more than 1.5 m below the lowest elevation shown on the original Contract Plans will be paid for as provided in Part K, Measurement and Payment, unless a pay item for excavation ordered below Plan elevation appears in the Bill of Quantities.

(2)

Concrete will be measured and paid for as provided under Item 405, Structural Concrete.

(3)

(4)

Material Requirements

nstructed Embankments shall be co consonance with the following definitions: 1.

o

f suitable

m

aterials, in

Suitable Material — Material which is acceptable in accordance with the Contract and which can be compacted in the manner specified in this Item. It can be common material or rock. Selected Borrow, for topping — soil of such gradation that 75 mm square openings and all particles will pass a sieve with not more than 15 mass percent will pass the 0.075 mm (No. 200) sieve, as determined by AASHTO T 11. The material shall have a plasticity index of not more than 6 as determined by AASHTO T 90 and a liquid limit of not more than 30 as determined by AASHTO T 89.

2.

Any roadway or borrow excavation required in excess of the quantity excavated for structures will be measured and paid for as provided under Item 102.

Unsuitable Material — Material other than suitable materials such as: (a)

Shoring, cribbing, and related work required for excavation ordered more than 1.5 m below Plan elevation will be paid for in accordance with Part K.

Materials containing detrimental quantities of organic materials, such as grass, roots and sewerage.

(b) Organic soils such as peat and muck. (c) Soils with liquid limit exceeding 80 and/or plasticity index exceeding 55.

Payment will be made under:

Pay Item Number

Description

103 (1) 103 (2) 103 (3) 103 (4)

Structure Excavation Bridge Excavation Foundation Fill Excavation ordered below Plan elevation Shoring, cribbing, and related work Pipe culverts and drain excavation

103 (5) 103 (6)

Unit of Measurement Cubic Cubic Cubic Cubic

Meter Meter Meter Meter 104.3

Lump sum Cubic Meter

ITEM 104 — EMBANKMENT 104.1

Description

This Item shall consist of the construction of embankment in accordance with this Specification and in conformity with the lines, grades and dimensions shown on the Plans or established by the Engineer. 34

(d)

Soils with a natural water content exceeding 100%.

(e)

Soils with very low natural density, 800 kg/m3 or lower.

(f)

Soils that cannot be properly compacted as determined by the Engineer.

Construction Requirements

104.3.1 General Prior to construction of embankment, all necessary clearing and grubbing in that area shall have been performed in conformity with Ite m 100, Clearing and Grubbing. Embankment construction shall consist of constructing roadway embankments, including preparation of the areas Upon which they are to be placed; the construction of dikes within or adjacent to the roadway; the placing and compacting of approved material within roadway areas where unsuitable material has been removed; and the placing and

35

compacting of embankment material depressions within the roadway area.

in

holes,

pits,

and

other

Embankments and backfills shall contain no muck, peat, sod, roots or other deleterious matter. Rocks, broken concrete or other solid, bulky materials shall not be placed in embankment areas where piling is to be placed or driven. Where shown on the Plans or directed by the Engineer, the surface of the existing ground shall be compacted to a depth of 150 mm and to the specified requirements of this Item. Where provided on the Plans and Bill of Quantities the top portions of the roadbed in both cuts and embankments, as indicated, shall consist of selected borrow for topping from excavations. 104.3.2 Methods of Construction Where there is evidence of discrepancies on the actual elevations and that shown on the Plans, a preconstruction survey referred to the datum plane used in the approved Plan shall be undertaken by the Contractor under the control of the Engineer to serve as basis for the computation of the actual volume of the embankment materials. When embankment is to be placed and compacted on hillsides, or when new embankment is to be compacted against existing embankments, or when embankment is built one-half width at a time, the existing slopes that are steeper than 3:1 when measured at right angles to the roadway shall be continuously benched over those areas as the work is brought up in layers. Benching will be subject to the Engineer's approval and shall be of sufficient width to permit operation of placement and compaction equipment. Each horizontal cut shall begin at the intersection of the original ground and the vertical sides of the previous cuts. Material thus excavated shall be placed and compacted along with the embankment material in accordance with the procedure described in this Section. Unless shown otherwise on the Plans or special Provisions, where an embankment of less than 1.2 m below subgrade is to be made, all sod and vegetable matter shall be removed from the surface upon which the embankment is to be placed, and the cleared surfaced shall be completely broken up by plowing, scarifying, or steeping to a minimum depth of 150 mm except as provided in Subsection 102.2.2. This area shall then be compacted as provided in Subsection 104.3.3. Sod not required to be removed shall be thoroughly disc harrowed or scarified before construction of embankment. Wherever a compacted road surface containing granular materials lies within 900 mm of the subgrade, such old road surface shall be scarified to a depth of at least

36

150 mm whenever directed by the Engineer. This scarified materials rovided in Subsec shall then be compacted as p tion 104.3.3. When shoulder excavation is specified, the roadway shoulders shall be excavated to the depth and width shown on the Plans. The shoulder material shall be removed without disturbing the adjacent existing base course material, and all excess excavated materials shall be disposed off as provided in Subsection 102.2.3. If necessary, the areas shall be compacted before being backfilled. Roadway embankment of earth material shall be placed in horizontal layers not exceeding 200 mm, loose measurement, and shall be compacted as specified before the next layer is placed. However, thicker layer maybe placed if vibratory roller with high compactive effort is used provided that density requirement is attained and as approved by the Engineer. Trial section to this effect must be conducted and approved by the Engineer. Effective spreading equipment shall be used on each lift to obtain uniform thickness as determined in the trial section prior to compaction. As the compaction of each layer progresses, continuous leveling and manipulating will be required to assure uniform density. Water shall be added or removed, if necessary, in order to obtain the required density. Removal of water shall be accomplished through aeration by plowing, blading, discing, or other methods satisfactory to the Engineer. Where embankment is to be constructed across low swampy ground that will not support the mass of trucks or other hauling equipment, the lower part of the fill may be constructed by dumping successive loads in a uniformly distributed layer of a thickness not greater than necessary to support the hauling equipment while placing subsequent layers. When excavated material contains more than 25 mass percent of rock larger than 150 mm in greatest diameter and cannot be placed in layers of the thickness prescribed without crushing, pulverizing or further breaking down the pieces resulting from excavation methods, such materials may be placed on the embankment in layers not exceeding in thickness the approximate average size of the larger rocks, but not greater than 600 mm. Even though the thickness of layers is limited as provided above, the placing of individual rocks and boulders greater than 600 mm in diameter will be permitted provided that when placed, they do not exceed 1200 mm in height and provided they are carefully distributed, with the interstices filled with finer material to form a dense and compact mass. Each layer shall be leveled and smoothed with suitable leveling equipment and by distribution of spalls and finer fragments of earth. Lifts of material containing more than 25 mass percent of rock larger 37

than 150 mm in greatest dimensions shall not be constructed above an elevation 300 mm below the finished subgrade. The balance of the embankment shall be composed of suitable material smoothed and placed in layers not exceeding 200 mm in loose thickness and compacted as specified for embankments. Dumping and rolling areas shall be kept separate, and no lift shall be covered by another until compaction complies with the requirements of Subsection 104.3.3. Hauling and leveling equipment shall be so routed and distributed over each layer of the fill in such a manner as to make use of compaction effort afforded thereby and to minimize rutting and uneven compaction.

The Engineer shall during progress of the Work, make density tests of compacted material in accordance with AASHTO T 191, T 205, or other approved field density tests, including the use of properly calibrated nuclear testing devices. A correction for coarse particles may be made in accordance with AASHTO T 224. If, by such tests, the Engineer determines that the specified density and moisture conditions have not been attained, the Contractor shall perform additional work as may be necessary to attain the specified conditions. At least one group of three in-situ density tests shall be carried out for each 500 m2 of each layer of compacted fill. Rock Density requirements will not apply to portions of embankments constructed of materials which cannot be tested in accordance with approved methods.

104.3.3 Compaction Compaction Trials Before commencing the formation of embankments, the Contractor shall submit in writing to the Engineer for approval his proposals for the compaction of each type of fill material to be used in the works. The proposals shall include the relationship between the types of compaction equipment, the number of passes required and the method of adjusting moisture content. The Contractor shall carry out full scale compaction trials on areas not less than 10 m wide and 50 m long as required by the Engineer and using his proposed procedures or such amendments thereto as may be found necessary to satisfy the Engineer that all the specified requirements regarding compaction can be consistently achieved. Compaction trials with the main types of fill material to be used in the works shall be completed before work with the corresponding materials will be allowed to commence. Throughout the periods when compaction of earthwork is in progress, the Contractor shall adhere to the compaction procedures found from compaction trials for each type of material being compacted, each type of compaction equipment employed and each degree of compaction specified. Earth The Contractor shall compact the material placed in all embankment layers and the material scarified to the designated depth below subgrade in cut sections, until a uniform density of not less than 95 mass percent of the maximum dry density determined by AASHTO T 99 Method C, is attained, at a moisture content determined by Engineer to be suitable for such density. Acceptance of compaction may be based on adherence to an approved roller pattern developed as set forth in Item 106, Compaction Equipment and Density Control Strips. 38

Embankment materials classified as rock shall be deposited, spread and leveled the full width of the fill with sufficient earth or other fine material so deposited to fill the interstices to produce a dense compact embankment. In addition, one of the rollers, vibrators, or compactors meeting the requirements set forth in Subsection 106.2.1, Compaction Equipment, shall compact the embankment full width with a minimum of three-complete passes for each layer of embankment. 104.3.4 Protection of Roadbed During Construction During the construction of the maintained in such condition that it Side ditches or gutters emptying otherwise shall be so constructed as by erosion.

roadway, the roadbed shall be will be well drained at all times. from cuts to embankments or to avoid damage to embankments

104.3.5 Protection of Structure If embankment can be deposited on one-side only of abutments, wing walls, piers or culvert headwalls, care shall be taken that the area immediately adjacent to the structure is not compacted to the extent that it will cause overturning of, or excessive pressure against the structure. When noted on the Plans, the fill adjacent to the end bent of a bridge shall not be placed higher than the bottom of the backfill of the bent until the superstructure is in place. When embankment is to be placed on both sides of a concrete wall or box type structure; operations shall be so conducted that the embankment is always at approximately the same elevation on both sides of the structure.

39

rm

104.3.6 Rounding and Warping Slopes

Compacted Be

Rounding-Except in solid rock, the tops and bottoms of all slopes, including the slopes of drainage ditches, shall be rounded as indicated on the Plans. A layer of earth overlaying rock shall be rounded above the rock as done in earth slopes.

all consist of moistening or drying Compacted berm construction sh and placing material as necessary in locations shown on the drawings or as established by the Engineer. Material shall contain no frozen Contractor shall material, roots, sod , or other deleterious materials.

Warping-adjustments in slopes shall be made to avoid injury in standing trees or marring of weathered rock, or to harmonize with existing landscape features, and the transition to such adjusted slopes shall be gradual. At intersections of cuts and fills, slopes shall be adjusted and warped to flow into each other or into the natural ground surfaces without noticeable break.

prevent material from escaping over the embankment take precaution to slope. Shoulder surface beneath berm will be roughened to provide a bond between the berm and shoulder when completed. The Contractor shall compact the material placed until at least 90 mass percent of the maximum density is obtained as determined by AASHTO T 99, Method C. The cross-section of the finished compacted berm shall reasonably conform to the typica l cross-section as shown on the Plans.

104.3.7 Finishing Roadbed and Slopes After the roadbed has been substantially completed, the full width shall be conditioned by removing any soft or other unstable material that will not compact properly or serve the intended purpose. The resulting areas and all other low sections, holes or depressions shall be brought to grade with suitable selected material. Scarifying, blading, dragging, rolling, or other methods of work shall be performed or used as necessary to provide a thoroughly compacted roadbed shaped to the grades and cross-sections shown on the Plans or as staked by the Engineer. All earth slopes shall be left with roughened surfaces but shall be reasonably uniform, without any noticeable break, and in reasonably close conformity with the Plans or other surfaces indicated on the Plans or as staked by the Engineer, with no variations therefrom readily discernible as viewed from the road. 104.3.8 Serrated Slopes Cut slopes in rippable material (soft rock) having slope ratios between 0.75:1 and 2:1 shall be constructed so that the final slope line shall consist of a series of small horizontal steps. The step rise and tread dimensions shall be shown on the Plans. No scaling shall be performed on the stepped slopes except for removal of large rocks which will obviously be a safety hazard if they fall into the ditchline or roadway. 104.3.9 Earth Berms When called for in the Contract, permanent earth berms shall be constructed of well graded materials with no rocks having a diameter greater than 0.25 the height of the berm. When local material is not acceptable, acceptable material shall be imported, as directed by the Engineer. 40

Uncompacted Berm n hall onsist f drying, f Uncompacted berm constructio s c o i necessary and placing material in locations shown on the Plans or as established by the Engineer. aterial shall contain no frozen material, M roots, sod or other deleterious materials. Contractor shall take precautions to prevent material from escaping over the embankment slope. 104.4

Method of Measurement

he volume of The quantity of embankment to be paid for shall be t material compacted in place, accepted by the Engineer and formed with material obtained from any source. Material from excavation per Item 102 which is used in embankment and accepted by the Engineer will be paid nder u Embankment and such payment will be deemed to include the cost of excavating, hauling, stockpiling and all other costs incidental to the work. Material for Selected Borrow topping will be measured and paid for under the same conditions specified in the preceding paragraph. 104.5

Basis of Payment

04.4, The accepted quantities, measured as prescribed in Section 1 shall be paid for at the Contract unit price for each of the Pay Items listed below that is included in the Bill of Quantities. The payment shall continue full compensation for placing and compacting all materials including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.

41

Payment will be made under:

Pay Item Number

Description

Unit of Measurement

104 (1) 104 (2)

Embankment Selected Borrow for topping, Case 1 Selected Borrow for topping, Case 2 Earth Berm

Cubic Meter Cubic Meter

104 (3) 104 (4)

Cubic Meter Meter

Item 105 — SUBGRADE PREPARATION 105.1

105.3.3 Subgrade

30 mm 0.5 % 0.1 %

in Common Excavation

de level in Unless otherwise specified, all materials below subgra earth cuts to a depth 150 mm or other depth shown on the Plans or as directed by the Engineer shall be excavated. he material, if suitable, T shall be set side for future use or, if unsuitable, shall be disposed off in accordance with the requirements of Subsection 102.2.9. Where material has been removed from below subgrade level, the resulting surface shall be compacted to a depth of 150 mm and in accordance with other requirements of Subsection 104.3.3.

Description

This Item shall consist of the preparation of the subgrade for the support of overlying structural layers. It shall extend to full width of the roadway. Unless authorized by the Engineer, subgrade preparation shall not be done unless the Contractor is able to start immediately the construction of the pavement structure. 105.2 Material Requirements

All materials immediately below subgrade level in earth cuts to a depth of 150 mm, or to such greater depth as may be specified, shall be compacted in accordance with the requirements of Subsection 104.3.3.

105.3.4 Subgrade in Rock Excavation

Unless otherwise stated in the subgrade is in rock cut, all materials 150 mm or to such greater depth as requirements of Section 104.2, Material 105.3

HT EDGE MEASURED BY 3-m STRAIG Permitted variation from design CROSSFALL OR CAMBER Permitted variation from design LONGITUDINAL GRADE over 25 m length

Contract and except when the below subgrade level to a depth may be specified shall meet the Requirements.

105.3.5 Subgrade on Embankment

Construction Requirements

105.3.1 Prior Works Prior to commencing preparation of the subgrade, all culverts, cross drains, ducts and the like (including their fully compacted backfill), ditches, drains and drainage outlets shall be completed. Any work on the preparation of the subgrade shall not be started unless prior work herein described shall have been approved by the Engineer. 105.3.2 Subgrade Level Tolerances The finished compacted surface of the subgrade shall conform to the allowable tolerances as specified hereunder: Permitted variation from design LEVEL OF SURFACE Permitted SURFACE IRREGULARITY

42

Surface irregularities under the subgrade level remaining after trimming of the rock excavation shall be leveled by placing specified material and compacted to the requirements of Subsection 104.3.3.

20 mm 30 mm

After the embankment has been completed, the full width shall be conditioned by removing any soft or other unstable material that will not compacted properly. The resulting areas and all other low sections, holes be or depressions shall be brought to grade with suitable material. The entire roadbed shall be shaped and compacted to the requirements of Subsections 104.3.3. Scarifying, blading, dragging, rolling or other methods of work shall be performed or used as necessary to provide a thoroughly compacted roadbed shaped to the cross-sections shown on the Plans. 105.3.6 Subgrade on Existing Pavement Where the new pavement is to be constructed immediately over an existing Portland Cement Concrete Pavement and if so specified in the Contract, the slab shall be broken into pieces with greatest dimension of not more than 500 mm and the existing pavement material compacted as specified in Subsection 104.3.3, as directed by the Engineer. The resulting subgrade level shall, as part of pavement 43

construction be shaped to conform to the allowable tolerances of Subsection 105.3.2 by placing and compacting where necessary a leveling course comprising the material of the pavement course to be placed immediately above. Where the new pavement is to be constructed immediately over an existing asphalt concrete pavement or gravel surface pavement and if so specified in the Contract, the pavement shall be scarified, thoroughly loosened, reshaped and recompacted in accordance with Subsection 104.3.3. The resulting subgrade level shall conform to the allowable tolerances of Subsection 105.3.2. 105.3.7 Protection of Completed Work

105.5 Ba

rescribed in Section 105.4, The accepted quantities, measured as p shall be pa id for at the appropriate contract unit price for Pay Item listed below that is included in the Bill of Quantities which price and payment pensation for the placing or removal and disposal of all shall be full com materials inc luding all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item. Payment will be made under:

Pay Item Number

The Contractor shall be required to protect and maintain at his own expense the entire work within the limits of his Contract in good condition satisfactory to the Engineer from the time he first started work until all work shall have been completed. Maintenance shall include repairing and recompacting ruts, ridges, soft spots and deteriorated sections of the subgrade caused by the traffic of the Contractor's vehicle/equipment or that of the public. 105.3.8 Templates and Straight-edges The Contractor shall provide for use of the Engineer, approved templates and straight-edges in sufficient number to check the accuracy of the work, as provided in this Specification.

105.4

Method of Measurement

105.4.1 Measurement of Items for payment shall be provided only for: 1.

The compaction of existing ground below subgrade level in cuts of common material as specified in Subsection 105.3.3.

2.

The breaking up or scarifying, loosening, reshaping and recompacting of existing pavement as specified in Subsection 105.3.6. The quantity to be paid for shall be the area of the work specified to be carried out and accepted by the Engineer.

105.4.2

Payment for all work for the preparation of the subgrade, including shaping to the required levels and tolerances, other than as specified above shall be deemed to be included in the Pay Item for Embankment.

105 (1) 105 (2) 105 (3)

Description

Subgrade Preparation (Common Material) Subgrade Preparation (Existing Pavement) Subgrade Preparation (Unsuitable Material)

Unit of Measurement Square Meter Square Meter Square Meter

ITEM 106 — COMPACTION EQUIPMENT AND DENSITY CO STRIPS 106.1

NTROL

Description

When specified, this procedure will be used to determine density requirements of selected embankments, subgrade, bases, and bituminous concrete. The procedure will consist of control strip construction to establish target densities for the specified course plus use of sand-cone method of density testing equipment to determine inplace densities obtained during the construction process. 106.2

Construction Requirements

106.2.1 Compaction Equipment Compaction equipment shall be capable of obtaining compaction requirements without detrimentally affecting the compacted material. The equipment shall be modern, efficient compacting units approved by the Engineer. The compacting units may be of any type, provided they are capable of compacting each lift of material as specified and meet the minimum requirements as contained herein. Minimum requirements for rollers are as follows: 1.

44

sis of Payment

Sheepsfoot, tamping or grid rollers shall be capable of exerting a force of 45 Newton per millimeter of length of roller drum.

45

2.

Steel-wheel rollers other than vibratory shall be capable of exerting a force of not less than 45 Newton per millimeter of width of the compression roll or rolls.

3.

Vibratory steel-wheel rollers shall have a minimum mass of 6 tonnes. The compactor shall be equipped with amplitude and frequency controls and specifically designed to compact the material on which it is used.

4.

Pneumatic-tire rollers shall have smooth tread tires of equal size that will provide a uniform compacting pressure for the full width of the roller and capable of exerting a ground pressure of at least 550 kpa.

5.

f the control strip shall be the target density for the mean density o remainder of the course which it represents. If the mean density of the control strip is less than 98 percent of the density of laboratory compacted sp ecimens as determined by test ing procedures appropriate for the material being placed, the Engineer may order the construction of another control strip. A new control strip may also be ordered by the Engineer or requested by the Contractor when: 1.

A change in the material or job-mix formula, is made.

2.

Ten days of production have been accepted without construction of a new control strip.

3.

There is reason to believe that a control strip density is not representative of the material being placed.

Heavier compacting unit may be required to achieve the specified density of the embankment.

106.2.2 Construction of Control Strips and Determination of Target Density 106.3 To determine target density, a control strip shall be constructed at the beginning of work for each course of material to be compacted. Each control strip, constructed to acceptable density and surface tolerances shall remain in place and become a section of the completed roadway. Unacceptable control strip shall be corrected or removed and replaced at the Contractor's expense. A control strip shall have an area of approximately 335 square meters and shall be of the same depth specified for the construction of the course which it represents. The materials used in the construction of the control strip shall conform to the specification requirements. They shall be furnished from the same source and shall be of the same type to be used in the remainder of the course represented by the control strip. The underlying grade or pavement structure upon which a control strip is to be constructed shall have the prior approval of the Engineer. The equipment used in the construction of the control strip shall be approved by the Engineer and shall be of the same type and mass to be used on the remainder of the course represented by the control strip. Compaction of control strips shall commence immediately after the course has been placed to the specified thickness, and shall be continuous and uniform over the entire surface. Compaction of the control strip shall be continued until no discernible increase in density can be obtained by additional compactive effort.

Method of Measurement No measurement for payment will be made for this Item.

106.4

Basis of Payment

Unless otherwise provided, the cost of constructing the control strip will be considered incidental to the cost of the work item for which a control strip is required. Payment for the work item shall be deemed to include compensation for performing the work herein specified and the furnishing of all materials, labors, tools, equipment and incidentals necessary to construct the density control strip. No payment will be made for any material used in the construction of unacceptable control strip. ITEM 107 — OVERHAUL 107.1

Description

Overhaul shall consist of authorized hauling in excess of the freehaul distance. Free-haul distance is the specified distance that excavated material shall be hauled without additional compensation. Unless otherwise provided in the Contract, the free-haul distance shall be 600 meters. 107.2

Method of Measurement

Upon completion of the compaction, the mean density of the control strip will be determined by averaging the results of ten in-place density tests taken at randomly selected sites within the control strip. The

In determining what constitutes authorized overhaul, it will be assumed that material taken from excavation will be deposited in embankment after having been hauled the shortest distance.

46

47

The overhaul distance for material obtained and placed within the roadway limits will be measured along the centerline of the roadway. No allowance will be made for transverse or lateral movement to or from the centerline except materials moved to or from designated areas outside the roadway limits; such as Case 1, Borrow Pits, disposal areas, etc. In such case, measurement shall be along the shortest route determined by the Engineer to be feasible and satisfactory unless otherwise provided. If the Contractor chooses to haul material over some other route, and such other route is longer, the computation for payment shall be based on the overhaul distance measured along the route designated by the Engineer. The number of cubic metre-kilometres of overhaul to be paid for shall be the number of cubic meters of overhaul material multiplied by the overhaul distance in kilometers. The unit "cubic meter-kilometer" is the amount of hauling required to move one cubic meter a distance of one kilometer beyond the free-haul distance. 107.3

PART D — SUBBASE AND BASE COURSE ITEM 200 — A

GGREGATE SUBBASE COURSE

Description

200.1

ting an This item shall consist of furnishing, placing and compac aggregate subbase course on a prepared subgrade in accordance with this Specification and the lines, grades and cross-sections shown on the Plans, or as directed by the Engineer. 200.2

Material Requirements

Aggregate for subbase shall consist of hard, durable particles or fragments of crushed stone, crushed slag, or crushed or natural gravel and filler of natural or crushed sand or other finely divided mineral matter. The composite material shall be free from vegetable matter and lumps or balls of clay, and shall be of such nature that it can be compacted readily to form a firm, stable subbase.

Basis of Payment

The accepted quantities, measured as prescribed in Section 107.2, shall be paid for the contract unit price for Overhaul, for the particular Pay Item listed below that is shown on the Bill of Quantities, which price and payment shall be full compensation for overhaul, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item. Payment will not be made for overhaul of Borrow, Case 2, Foundation Fill, bedding materials and material removed in the rounding of cut slopes when rounding is a separate pay item. When the Bill of Quantities does not show estimated quantities for "Overhaul" from the Pay Item listed below, overhaul will not be directly paid for, but will be considered as a subsidiary obligation of the Contractor under other contract items. Payment will be made under:

Pay Item Number 107 (1) 107 (2)

Description

Overhaul Overhaul of Borrow, Case1

The subbase material shall conform to Table 200.1, Grading Requirements Table 200.1 — Grading Requirements

Sieve Designation Standard, mm 50 25 9.5 0.075

Mass Percent Passing

Alternate US Standard 2" 1" 3/8" No. 200

100 55 — 85 40 — 75 0 - 12

The fraction passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (two thirds) of the fraction passing the 0.425 mm (No. 40) sieve.

Unit of Measurement

The fraction passing the 0.425 mm (No. 40) sieve shall have a liquid limit not greater than 35 and plasticity index not greater than 12 as determined by AASHTO T 89 and T 90, respectively.

Cubic Meter-kilometer Cubic Meter-kilometer

The coarse portion, retained on a 2.00 mm (No. 10) sieve, shall have a mass percent of wear not exceeding 50 'by the Los Angeles Abrasion Tests as determined by AASHTO T 96. The material shall have a soaked CBR value of not less than 30% as determined by AASHTO T 193. The CBR value shall be obtained at

48

49

the maximum dry density and determined by AASHTO T 180, Method D. 200.3

Construction Requirements

200.3.1 Preparation of Existing Surface The existing surface shall be graded and finished as provided under Item 105, Subgrade Preparation, before placing the subbase material. 200.3.2 Placing The aggregate subbase material shall be placed at a uniform mixture on a prepared subgrade in a quantity which will provide the required compacted thickness. When more than one layer is required, each layer shall be shaped and compacted before the succeeding layer is placed.

e has been rolled. ny irregularities or depressions that whole surfac A develop sha ll be corrected by loosening the material at these places and adding or removing material until surface is smooth and uniform. Along curbs, headers and walls, and at all places not accessible to the roller, the subbase material shall be compacted thoroughly with approved tampers or compactors. If the layer of subbase material, or part thereof, does not conform to the required finish, the Contractor shall, at his own expense, make the necessary corrections. Compaction of each layer shall continue until a field density of at least 100 percent of the maximum dry density determ ined in accordance with AASHTO T 180, Method D has been achieved. n-place density I determination shall be made in accordance with AASHTO T 191 200.3.4 Trial Sections

The placing of material shall begin at the point designated by the Engineer. Placing shall be from vehicles especially equipped to distribute the material in a continuous uniform layer or windrow. The layer or windrow shall be of such size that when spread and compacted, the finished layer shall be in reasonably close conformity to the nominal thickness shown on the Plans. When hauling is done over previously placed material, hauling equipment shall be dispersed uniformly over the entire surface of the previously constructed layer, to minimize rutting or uneven compaction. 200.3.3 Spreading and Compacting When uniformly mixed, the mixture shall be spread to the plan thickness, for compaction. Where the required thickness is 150 mm or less, the material may be spread and compacted in one layer. Where the required thickness is more than 150 mm, the aggregate subbase shall be spread and compacted in two or more layers of approximately equal thickness, and the maximum compacted thickness of any layer shall not exceed 150 mm. All subsequent layers shall be spread and compacted in a similar manner. The moisture content of subbase material shall, if necessary, be adjusted prior to compaction by watering with approved sprinklers mounted on trucks or by drying out, as required in order to obtain the required compaction. Immediately following final spreading and smoothening, each layer shall be compacted to the full width by means of approved compaction equipment. Rolling shall progress gradually from the sides to the center, parallel to the centerline of the road and shall continue until the 50

Before subbase construction is started, the Contractor shall spread of and compact trial sections as directed by the Engineer. The purpose the trial sections is to check the suitability of the materials, the efficiency of the equipment and the construction method which is proposed to be used by the Contractor. Therefore, the Contractor must use the same material, equipment and procedures that he proposes to use for the main work. One trial section of about 500 m2 shall be made for every type of material and/or construction equipment/procedure proposed for use. After final compaction of each trial section, the Contractor shall carry out such field density tests and other tests required as directed by the Engineer. If a trial section shows that the proposed materials, equipment or procedures in the Engineer's opinion are not suitable for subbase, the material shall be removed at the Contractor's expense, and a new trial section shall be constructed. If the basic conditions regarding the type of material or procedure change during the execution of the work, new trial sections shall be constructed. 200.3.5 Tolerances Aggregate subbase shall be spread with equipment that will provide a uniform layer which when compacted will conform to the designed level and transverse slopes as shown on the Plans. The allowable tolerances shall be as specified hereunder: Permitted variation from design THICKNESS OF LAYER

± 20 mm 51

Permitted variation from design LEVEL OF SURFACE Permitted SURFACE IRREGULARITY Measured by 3-m straight-edge

+10 mm -20 mm

201.2 20 mm

Permitted variation from design CROSSFALL OR CAMBER

±0.3%

Permitted variation from design LONGITUDINAL GRADE over 25 m in length

±0.1%

200.4

Specification, and the lines, grades, thickness and typical with this cross-sections shown on the Plans, or as established by the Engineer.

Method of Measurement

Aggregate Subbase Course will be measured by the cubic meter 3 (m ). The quantity to be paid for shall be the design volume compacted in-place as shown on the Plans and accepted in the completed course. No allowance will be given for materials placed outside the design limits shown on the cross-sections. Trial sections shall not be measured separately but shall be included in the quantity of subbase herein measured.

Material Requirements

rticles or Aggregate for base course shall consist of hard, durable pa fragments of crushed stone, crushed slag, crushed or natural gravel, and filler of natural or crushed sand, other finely divided mineral matter. all be free from vegetable matter and lumps The composite material sh or balls of clay, and shal l be of such nature that it can be compacted readily to form a firm, stable base. In some areas where the conventional base course materials are scarce or non-available, the use of 40% weathered limestone b lended with 60% crushed stones or gravel shall be allowed, provided that the blended materials meet the requirements of this Item. The base course material shall conform to Table 201.1, whichever is called for in the Bill of Quantities. Table 201.1 — Grading Requirements

Sieve Designation 200.5

Standard, mm The accepted quantities, measured as prescribed in Section 200.4, shall be paid for at the contract unit price for Aggregate Subbase Course which price and payment shall be full compensation for furnishings and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item. Payment will be made under:

Pay Item Number 200

Description

Aggregate Subbase Course

Unit of Measurement

Cubic Meter

ITEM 201 — AGGREGATE BASE COURSE 201.1

Mass Percent Passing

Basis of Payment

Description

This Item shall consist of furnishing, placing and compacting an aggregate base course on a prepared subgrade/subbase in accordance 52

50 37.5 25.0 19.0 12.5 4.75 0.425 0.075

Alternate US Standard 2" 1-1/2" 1" %,, w No. 4 No. 40 No. 200

The fraction passing the 0.075 mm

Grading A

Grading B

100 60 — 85 35 — 65 20 — 50 5 — 20 0 — 12

100 60 — 85 30 — 55 8 — 25 2 — 14

(No. 200) sieve shall not be

greater than 0.66 (two thirds) of the fraction passing the 0.425 mm (No. 40) sieve. The fraction passing the 0.425 mm (No. 40) sieve shall have a liquid limit not greater than 25 and plasticity index not greater than 6 as determined by AASHTO T 89 and T 90, respectively. The coarse portion, retained on a 2.00 mm (No. 10) sieve shall have a mass percent of wear not exceeding 50 by the Los Angeles Abrasion test determined by AASHTO T 96.

53

The material passing the 19 mm sieve shall have a soaked CBR value of not less than 80% as determined by AASHTO T 193. The CBR value shall be obtained at the maximum dry density (MDD) as determined by AASHTO T 180, Method D. If filler, in addition to that naturally present, is necessary for meeting the grading requirements or for satisfactory bonding, it shall be uniformly blended with the base course material on the road or in a pugmill unless otherwise specified or approved. Filler shall be taken from sources approved by the Engineer, free from hard lumps and shall not contain more than 15 percent of material retained on the 4.75 mm (No. 4) sieve. 201.3 201.3.1

Construction Requirements Preparation of Existing Surface

The existing surface shall be graded and finished as provided under Item 105, Subgrade Preparation, before placing the base material. 201.3.2 Placing It shall be in accordance with all the requirements of Subsection 200.3.2, Placing.

Permitted variation from design CROSSFALL OR CAMBER

± 0.2%

Permitted variation from design LONGITUDINAL GRADE over 25 m in length

± 0.1%

EDWIN C. MATANGUMAIV

201.4 Method of Measurement Bureau of Design, Bridges DiviattA

Aggregate Base Course will be measured by the cubic meter (m3). The quantity to be paid for shall be the design volume compacted inplace as shown on the Plans, and accepted in the completed base course. No allowance shall be given for materials placed outside the design limits shown on the cross-sections. Trial sections shall not be measured separately but shall be included in the quantity of aggregate base course. 201.5 Basis of Payment The accepted quantities, measured as prescribed in Section 201.4, shall be paid for at the contract unit price for Aggregate Base Course which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item. Payment will be made under:

201.3.3 Spreading and Compacting It shall be in accordance with all the requirements of Subsection 200.3.3, Spreading and Compacting.

Pay Item Number

Description

Unit of Measurement

201.3.4 Trial Sections 201

Aggregate Base Course

Cubic Meter

Trial sections shall conform in all respects to the requirements specified in Subsection 200.3.4. ITEM 202 — CRUSHED AGGREGATE BASE COURSE 201.3.5 Tolerances

202.1

The aggregate base course shall be laid to the designed level and transverse slopes shown on the Plans. The allowable tolerances shall be in accordance with following: Permitted variation from design THICKNESS OF LAYER

± 10 mm

Permitted variation from design LEVEL OF SURFACE

+ 5 mm -10 mm

Permitted SURFACE IRREGULARITY Measured by 3-m straight-edge 54

5 mm

Description

This Item shall consist of furnishing, placing and compacting crushed gravel, crushed stone or crushed rock on a prepared subgrade/subbase in one or more layers in accordance with this Specification and lines, grades, thickness and typical cross-sections shown on the Plans or as established by the Engineer. 202.2

Material Requirements

202.2.1

Crushed Aggregate

It shall consist of hard, durable particles or fragments of stone or gravel crushed to the size and of the quality requirements of this Item. 55

It shall be clean and free from vegetable matters, lumps or balls of clay and other deleterious substances. The material shall be of such nature that it can be compacted readily to form a firm, stable base. The base material shall conform to the grading requirements of Table 202.1, whichever is called for in the Bill of Quantities.

Table 201.1 — Grading Requirements

Mass Percent Passing

Sieve Designation Standard, mm 37.5 25 19 12.5 4.75 0.425 0.075

Grading A

Alternate US Standard 1-1/2" 1" 3A,,

on Requirements 202.3 Constructi Same as Subsections 201.3.1 through 201.3.5. 202.4 Method of Measurement Crushed Aggregate Base Course will be measured by the cubic meter (m3). The quantity to be paid for shall be the design volume compacted in-place as shown on the Plans, and accepted in the completed course. No allowance shall be given for materials placed outside the design limits shown on the cross-sections. Trial sections shall not be measured separately but shall be included in the quantity of crushed aggregate base course.

Grading B 202.5 Basis of Payment

100 60 — 85 30 — 55 8 — 25 2 - 14

1,4" No. 4 No. 40 No. 200

100 60 — 90 35 — 65 10 — 30 5 — 15

The accepted quantities, measured as prescribed in Section 202.4, shall be paid for at the contract unit price for Crushed Aggregate Base Course which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item. Payment will be made under:

The portion of the material passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (two thirds) of the fraction passing the 0.425 mm (No. 40) sieve. The portion of the material passing the 0.425 mm (No. 40) sieve shall have a liquid limit of not more than 25 and a plasticity index of not more than 6 as determined by AASHTO T 89 and T 90, respectively. The coarse aggregate retained on a 2.00 mm (No. 10) sieve shall have a mass percent of wear not exceeding 45 by the Los Angeles Abrasion Test as determined by AASHTO T 96, and not less than 50 mass percent shall have at least one (1) fractured face.

Pay Item Number

Description

202

Crushed Aggregate Base Course

Unit of Measurement

Cubic Meter

ITEM 203 — LIME STABILIZED ROAD MIX BASE COURSE 203.1

Description

The material passing the 19 mm sieve shall have a minimum soaked CBR-value of 80% tested according to AASHTO T 193. The CBR-value shall be obtained at the maximum dry density determined according to AASHTO T 180, Method D.

This Item shall consist of a foundation for surface course composed of soil aggregate, lime and water in proper proportions, road-mixed and constructed on a prepared subgrade/subbase in accordance with this Specification and the lines, grades and typical cross-sections shown on the Plans or established by the Engineer.

If filler, in addition to that naturally present, is necessary for meeting the grading requirements or for satisfactory bonding, it shall be uniformly blended with the crushed base course material on the road or in a pugmill unless otherwise specified or approved. Filler shall be obtained from sources approved by the Engineer, free from hard lumps and not contain more than 15 percent of material retained on the 4.75 mm (No. 4) sieve.

203.2

56

Material Requirements

203.2.1 Soil Aggregate It shall consist of any combination of gravel, sand, silt and clay or other approved combination of materials free from vegetable or other objectionable matter. It may be materials encountered in the construction site or materials obtained from approved sources. The 57

sist of hard, durable crushed or uncrushed granular material shall con stones and rocks of accepted quality, free from an excess of flat, elongated, soft or disintegrated pieces or other objectionable matter. t I is the intent of this Specification to utilize soils existing on the roadbed if the quality is satisfactory. If the quality and/or quantity is deficient, the soil aggregate shall be obtained wholly or partly from approved outside sources.

203.2.2 Hydrated Lime It shall conform to the requirements of Item 701, Construc

tion Lime.

203.2.3 Water It shall conform to the requirements of Item 714, Water

The soil-aggregate shall conform to the grading requirements Table 203. 1.

o

f

The amount of lime to be added to the soil-aggregate shall be from 3 to 12 mass percent of the dry soil. The exact percentage to be added shall be fixed by the Engineer on the basis of preliminary laboratory tests and trial mixes of materials furnished.

Table 203.1 — Grading Requirements

Mass Percent Passing

Sieve Designation Alternate US Standard 2"

Grading A 100

100

4.75 2.00

No. 4 No. 10

45 — 100 37 — 80

55 — 100 45 — 100

0.425

No. 40

15 — 20

25 — 80

0.075

No. 200

0 — 25

11 — 35

Standard, mm 50

Grading B

(No. 4) sieve produced in the ated in the crushing operation of either or gravel be incorpor base material to the extentstone permitted by shall the gradation requirements. The plasticity index shall not be less than 4 nor more than 10. The materials passing the 4.75 mm

The aggregate shall have a mass percent of wear not exceeding 50 as determined by AASHTO Method T 96. 203.2.1.1

New Soil-Aggregate of Subsection

It shall conform to the applicable requirements 203.2.1, Soil Aggregate. 203.2.1.2

203.2.4 Proportioning of Mixture

Salvaged Soil- Aggregate

203.2.5 Strength Requirements CBR Test for Gravelly Soils. The mixture passing the 19 mm sieve shall have a minimum soaked CBR-value of 100% tested according to AASHTO T 193. The CBR-value shall be obtained at the maximum dry density determined according to AASHTO T 180, Method D. Unconfined Compression Test for Finer Textured Soils. The 7-day compressive strength of laboratory specimen molded and compacted in accordance with ASTM D 1632 to a density of 100% of maximum dry density determined according to AASHTO T 134, Method B, shall not be less than 2.1 MPa when tested in accordance with ASTM D 1633. 203.3

Construction Requirements

203.3.1 Weather Limitations Lime shall not be applied during windy, rainy or impending bad weather. In the event rain occurs during the operations, work shall be promptly stopped and the entire section shall be reconstructed in accordance with this Specification. 203.3.2 Construction Equipment The equipment to be used by the Contractor shall include scarifying, pulverizing, mixing, spreading, hauling, watering, finishing and compacting equipment and a slurry lime distributor.

Where soil-aggregate required is already in place, the Contractor l of shall not be responsible for its grading or quality except for remova d oversized materials directed by stabilized the Engineer. In general, salvage soil-aggregate to be as used for lime road mix base course will consist of material meeting the requirements given in Subsection 203.2.1, Soil Aggregate.

Distributor equipment shall include a tachometer pressure gauge, accurate volume measuring devices or a calibrated tank. It shall be equipped with a power unit for the pump and full circulation spray bars adjustable laterally and vertically, as well as agitator to prevent setting of lime solids.

58

59

These equipment shall be on the project site in good condition and shall have been approved by the Engineer, both as to type and condition, and provided with experienced operators before the start of construction. 203.3.3 Preparation of Soil-Aggregate 1.

Case 1 (New Soil-Aggregate) When new soil-aggregate is to be used, the existing roadbed shall be scarified lightly and bladed to uniform grade and to the cross-section shown on the Plans and shall then be rolled or watered and rolled, as directed. If so ordered by the Engineer, depressions shall first be filled and weak portions of the roadbed strengthened with new soil-aggregate. At least one day shall then be allowed for measuring, sampling and testing for approval of quantity and gradation before the windrow is spread for application of hydrated lime. If the surface moisture of the soil-aggregate is more than 2 mass percent of the dry aggregate, the soil aggregate shall be turned by blades or disc harrows or otherwise aerated until the moisture content is reduced to 2 percent or less. The soilaggregate shall then be spread smoothly and uniformly over half the road or other convenient width of the surface ready for the application of hydrated lime.

2.

Case 2 (Salvaged Soil-Aggregate) When material in the existing roadbed is to be used for mixing, the surface shall be scarified lightly and bladed to uniform grade and to the cross-section shown on the Plans. The reshaped surface shall then be scarified again to the depth ordered by the Engineer and in such manner as to leave a foundation of undisturbed material parallel, both in profile and cross-section, the proposed finished surface. The loosened materials shall be bladed aside into a windrow at the side of the road, and the undisturbed material roiled, or watered and rolled, as directed.

203.3.4 Application of Lime The hydrated lime shall be uniformly spread at specified percent using either the dry or slurry (wet) methods. It shall be distributed in successive applications, in such amount and at such intervals as directed. The mixing equipment shall follow immediately behind the distributor, after each application to partially mix the lime with the soilaggregate.

60

Dry lime should not be spread under windy conditions to avoid be excessive dustings It shall be applied only to such areas as can Dry mixed into the soil-aggregate during the day of application. application encompass either potting ags f s b o or l ime in equal vals applying bulk predetermined transverse andself-unloading longitudinal inter lime from suitably equipped trucks. An approved spreader is preferable for uniform distribution. If lime slurry is employed, the preparation facilities should be approved by the Engineer. A typical slurry ratio is 1 tonne lime to 2 cubic meter water. The actual mixing proportion depends upon the percent of lime, specified type of soil and its moisture condition. The slurry is distributed by one or more passes over a measured area until the specified percentage (based on lime solids content) is obtained. To prevent run-off and consequent non-uniformity of lime distribution, the slurry is mixed in immediately after each spreading pass. 203.3.5 Mixing After the last lime application and partial mixing, the entire mass of the mixture shall be windrowed on the road surface and then mixed by blading the mixture from side to side of the road or by manipulation producing equivalent results until the whole mass has a uniform color and the mixture is free from fat or lean spots or balls of unmixed particles. During the mixing operations, care shall be taken to avoid cutting into the underlying course. When directed, the mixing process shall be confined to part of the width or area of the road so as to allow traffic to pass. Should the mixture show an excess, deficiency or uneven distribution of lime, the condition shall be corrected by the addition of soil-aggregate or lime as required and then remix. If the mixture contains excessive amounts of moisture or volatile matter, as may be encountered in slurry application method, it shall be bladed, aerated or otherwise manipulated until the moisture and volatile content are satisfactory. The spreading of the mix shall not be done when the surface to be covered is in an unsatisfactory condition. At the end of each day's work, or when the work is interrupted by weather conditions or otherwise, all loose materials shall be bladed into a windrow, whether mixing is completed or not, and shall be retained in a windrow until operations are resumed. When the mixing operations have been satisfactorily completed, the mixture shall be formed into a windrow of uniform cross-section.

61

203.3.6 Spreading, Compacting and Finishing The material shall be spread by a self-propelled pneumatic-tire blade grader or a mechanical spreader of approved type. In spreading from the windrow, care shall be taken to avoid cutting into the underlying course. After the material is spread, the surface shall be rolled. Rolling shall be parallel to the road center line and shall commence at the outer edges of the road, overlapping the shoulders and progress toward the center, overlapping on successive passes by at least one-half the width of the roller, except that on superelevated curves rolling shall progress from the lower to the upper edge. Each pass shall terminate at least 910 mm in advance or to the rear of the end of the preceding pass. During compaction, the surface shall be dragged or bladed as necessary to fill ruts and to remove incipient corrugation or other irregularities. Rolling shall continue until the surface is of uniform texture and satisfactory compaction is obtained. Initial rolling shall be performed with a pneumatic tire roller and final rolling with a 3-wheel or tandem-type steel wheel roller. Rolling shall be discontinued whenever it begins to produce excessive pulverizing of the aggregate or displacement of the mixture. When the compacted thickness of the road mix lime stabilized base course is to be more than 150 mm, the mixture shall be spread from the windrow and compacted in two (2) approximately equal layers. The first layer shall be bladed and rolled before the second layer is spread. Compaction shall continue until a field density of not less than 100% of the compacted maximum dry density determined in accordance with AASHTO T 180, Method D has been attained. Field Density test shall be in accordance with AASHTO T 191. 203.3.7 Protection, Curing and Maintenance After the lime-stabilized base course has been finished as specified herein, the surface shall be protected against rapid drying for a period of at least five (5) days by either of the following curing methods: 1.

Maintain in a thorough and continuously moist condition by sprinkling with water.

2.

Cover the completed surface with a 50 mm layer of earth or sand and maintain in moist condition.

3.

Apply on the surface an asphalt membrane of the type and quantity approved by the Engineer.

4.

Apply on the surface a liquid membrane curing compound of

quired to maintain at his own expense the The Contractor shall be re entire work w ithin the limits of his Contract in good condition satisfactory to the Engineer from the time he first started work until all work shall have been comp leted. Maintenance shall include immediate repairs of any defects that may occur before and after the lime-stabilized base course has been compacted and finished, which work shall be done by the Contractor at his own expense and repeated as may be necessary ly intact. to keep the base continuous 203.3.8 Trial Sections structed at least 2 Trial sections of the stabilized base shall be con These shall conform to the weeks before actual base construction. Sections. applicable requirements of Subsections 200.3.4, Trial 203.3.9 Tolerances The stabilized base course shall be laid to the designed level and transverse slopes shown on the Plans. The allowable tolerances shall be in accordance with Subsection 201.3.5, Tolerance. 203.3.10 Traffic The Contractor will not be permitted to drive heavy equipment over completed portions prior to the end of five (5) days curing period except pneumatic-tired equipment required for constructing adjoining sections. Turning areas on completed portions of the base shall be protected by a layer of stable granular materials of not less than 50 mm of compacted depth. 203.4 Method of Measurement Lime Stabilized Road Mix Base Course will be measured by the cubic meter (m3). The quantity to be paid for shall be the design volume compacted in place as shown on the Plans, and accepted in the completed course. No allowance shall be given for materials placed outside the design limits shown on the cross-sections. Trial sections shall not be measured separately but shall be included in the quantity of lime stabilized road mix base course. 203.5 Basis of Payment The accepted quantities, measured as prescribed in Section 203.4, shall be paid for at the contract unit price for Lime Stabilized Road Mix Base Course which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.

the type and quantity approved by the Engineer. 62

63

Payment will be made under:

204.3 C

Pay Item Number

Description

Unit of Measurement

203

Lime Stabilized Road Mix Base Course, (New or Salvaged) Soil-Aggregate

Cubic Meter

ITEM 204 — PORTLAND CEMENT STABILIZED ROAD MIX BASE COURSE 204.1

Description

This Item shall consist of a foundation for surface course composed of soil-aggregate, Portland Cement and water in proper proportions, road-mixed and constructed on a prepared subgrade/subbase in accordance with this Specification and the lines, grades and typical cross-sections shown on the Plans or as established by the Engineer. 204.2

Material Requirements

onstruction Requirements

Construction requ irements and procedures shall be as prescribed In all cases, the word sections 203.3.1 through 203.3.10. under Sub "lime" shall be deleted and replaced with "Portland Cement". 204.4 Meth

od of Measurement

Portland Cement Stab ilized Road Mix Base Course will be meter (m3). he quantity to be paid for shall be measured by the cubic T the design volume compacted in-place as shown on the Plans, and accepted in the completed course. No allowance shall be given for materials placed outs ide the design limits shown on the cross-sections. Trial sections shall not be measured separately but shall be included in the quantity of Portland Cement Stabilized Road Mix Base Course. 204.5 Basis of Payment 04.4, The accepted quantities, measured as prescribed, in Section 2 shall be paid for at the contract unit price for Portland Cement Stabilized Road Mix Base Course, which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.

204.2.1 Soil Aggregate

Payment will be made under:

It shall conform to the grading and quality requirements of Subsection 203.2.1. 204.2.2 Portland Cement It shall conform to the requirements of Item 700, Hydraulic Cement. 204.2.3 Water

Pay Item Number

Description

Unit of Measurement

204

Portland Cement Stabilized Road Mix Base Course, (New or Salvaged) Soil-Aggregate

Cubic meter

It shall conform to the requirements of Item 714, Water. 204.2.4 Proportioning of Mixture

Item 205 — ASPHALT STABILIZED ROAD MIX BASE COURSE

The amount of cement to be added to the soil-aggregate shall be from 6 to 10 mass percent of the dry soil. The exact percentage to be added shall be fixed by the Engineer on the basis of preliminary laboratory tests and trial mixes of the materials furnished by the Contractor.

205.1

204.2.5 Strength Requirements

Description

This Item shall consist of a foundation for surface course, composed of soil-aggregate and asphaltic material in proper proportions, road mixed and constructed on a prepared subgrade/subbase in accordance with this Specification and the lines, grades and typical cross-sections shown on the Plans or established by the Engineer.

Strength requirements shall conform in all respects to those specified in Subsection 203.2.5. 64

65

205.2 Material Requirements

205.5 Ba

205.2.1 Soil-Aggregates It shall conform to the applicable requirements of Item 703, Aggregates, Gradation A or B shall be used. 205.2.2 Asphaltic Material

sis of Payment

easured as prescribed in Section The accepted quantities, m 205.4, shal l be paid for at the contract unit price for Asphalt Stabilized Road Mix Base Course which price and payment shall be full compensation for furnishing and placing all materials including all labor, equipment, too ls and incidentals necessary to complete the prescribed work in this Item Payment will be made under:

Asphaltic material shall be Anionic or Cationic Emulsified Asphalt of the slow setting type meeting the requirements of Item 702, Bituminous Materials, Emulsified Asphalt.

Pay Item 205.2.3 Proportioning of Mixture

Description

Unit of Measurement

Number

The amount of asphaltic material to be added to the soil-aggregate shall be from 4 to 7 mass percent of the dry soil-aggregate. The exact percentage to be used shall be fixed by the Engineer on the basis of preliminary laboratory tests and trial mixes of the materials furnished by the Contractor.

205

Asphalt Stabilized Road Mix Base Course,

Cubic Meter

(New or Salvaged) Soil-Aggregate

205.2.4 Strength Requirements Strength requirements shall conform in all respects to those specified in Subsection 203.2.5. 205.3 Construction Requirements Construction requirements and procedures shall be as prescribed under Subsections 306.3.1 through 306.3.7. In all cases, the word "aggregate" shall be deleted and replaced by "soil-aggregate". Trial Sections shall conform to the applicable requirements of Subsection 200.3.4.

ITEM

206

— CHEMICALLY STABILIZED ROAD MIX SUBBASE/BASE COURSE

206.1

Description

This item shall consist of application of polymer-based chemical soil additive to improve the strength and other properties of ordinary soil for use as sub-base/surfacing materials in roads in accordance with this Specification and in conformity with the requirements shown on the Plans or as directed by the Engineer. 206.2

Material Requirements

The allowable tolerances shall be in accordance with Subsection 201.3.5.

206.2.1 Polymer-Based Chemical Soil Additive

205.4 Method of Measurement

It shall be a polymer-based chemical soil additive that is nonhazardous, environmentally safe, and easy to use.

Asphalt Stabilized Road Mix Base Course will be measured by the cubic meter (m3). The quantity to be paid for shall be the design volume compacted in place as shown on the Plans, accepted in the completed course. No allowance shall be given for materials placed outside the design limits shown on the cross-sections. Trial sections shall not be measured separately but shall be included in the quantity of Asphalt stabilized Road Mix Base Course.

66

206.2.2 Soil Aggregate It shall consist of any combination of gravel, sand, silt and clay or other approved combination of materials free from vegetable or other objectionable matter. It may be materials encountered in the construction site or materials obtained from approved sources. It is the intent of this Specification to utilize soils existing on the roadbed if the quality is satisfactory. If the quantity is deficient, the soil aggregate shall be obtained wholly or partly from approved outside sources. 67

206.2.3 Salvaged Soil Aggregate Where soil-aggregate required is already in place, the Contractor shall not be responsible for its grading or quality except for removal of oversized materials as directed by the Engineer. In general, salvaged soil-aggregate to be used for soil stabilization shall consist of material meeting the requirements given in Sub-section 206.2.2, Soil Aggregate. 206.2.4 Water It shall conform to the requirements of Item 714, Water. 206.2.5

Proportioning of Mixture

Polymer-based chemical soil additive weight of soil.

shall be less than 2% by

206.2.6 Strength of Mixture The unsoaked CBR value of treated soil material with Polymer based chemical soil additive shall be greater than the unsoaked CBR value of untreated same soil material as determined by AASHTO T 193. 206.3

Construction Requirements

206.3.1

Weather Limitations

Polymer-based chemical soil additive and water shall not be mixed and applied during rainy or impending bad weather condition. In the event rain occurs during operations, the work shall be promptly stopped and the entire section shall be reconstructed in accordance with this Specification. 206.3.2 Construction Equipment

shall be ub-base/base materials which is thoroughly mixed road s 1 part spread immediately. The dilution rate for sub-base/base shall be 5 to 9 parts of water mer-based chemical soil additive nd of poly a depend ing on the type of soil and application method. pplication, Compacting and Finishing of Polymer-Based 206.3.4 AChemical Soil Additive on Road Sub-base/Base a windrow procedure n After the preparation of sub-base/base, o stockpiled sub-base/base course materials shall be carried out in the application of polymer-based chemical soil additive. It shall be mixed thoroughly and spread by a grader in approximately two (2) equal layers. The rate of dilution in each layer shall be 1:5 to 1:9 or one part Polymer-Based Chemical Soil Additive and 5 to 9 parts of water. Compaction shall be done using steel roller on the first layer, and steel and rubber rollers on the second layer. Steel roller shall be used to crush aggregates larger than half inch on the surface of the laid/treated sub-base/base course while rubber roller shall follow to smoothen the surface. Compaction shall continue until the surface has formed a bond and little or no moisture is present. If further needed, after compaction of the second layer, as final application of polymer-based chemical soil additive shall be sprayed on the second layer to ensure that the subbase/base was totally saturated while compaction is in process. After 48 hours of curing, polymer-based chemical soil additive shall be sprayed on the compacted road sub-base/base with dilution rate of 1 part polymer-based chemical soil additive and 9 parts water as sealant or coating for the new road sub-base/base pavement. 206.3.5 Trial Sections Trial sections of the stabilized sub-base/base shall be constructed by the contractor at least 2 weeks before actual sub-base/base construction. These shall conform to the applicable requirements of Subsections 200.3.4, Trial Sections.

Equipment and tools necessary for handling the material and performing all parts of the works shall be approved by the Engineer as to design, capacity and mechanical condition. The equipment shall be at the jobsite sufficiently ahead of the start of application operation.

206.3.6 Tolerances

206.3.3 Sub-base/Base Preparation

The stabilized sub-base/base course shall be laid to the designed level and transverse slopes on the Plans. The allowable tolerances shall be in accordance with Subsection 201.3.5, Tolerance.

Existing road sub-base/base materials shall be scarified by use of grader to a depth of 150mm to 200mm and shall be stockpiled on both sides of the road. Rolling of sub-base/base shall follow until the desired compaction is attained. If further needed, polymer-based chemical soil additive shall be applied on the sub-base/base after it was exposed for 24 hours, provided that after applying the said chemical additive, the first layer of

206.3.7 Traffic The Contractor shall not be permitted to drive heavy equipment over completed portions prior to the end of 24 hours curing period except pneumatic-tired equipment required for constructing adjoining sections.

206.4 Certification The manufacturer or authorized distributor/dealer shall file with the purchaser a certificate stating the chemical composition and other pertinent information that may be needed for application and use. The manufacturer or authorized distributor/dealer shall include in the certificate of guarantee stating that the polymer-based chemical soil additive meets the requirements of the specification. The certificate shall be attested to by a person having legal authority to bind the company. 206.5 Quality Control The manufacturer or authorized distributor/dealer shall be responsible for establishing and maintaining a quality control program so as to assure compliance with the requirements of this specification. 206.6

aterial Requirements

Same as Subsections 207.3

204.2.1 through 204.2.5

Construction Requirements

207.3.1 We

ather Limitations

g windy, rainy or Portland Cement shall not be applied durin impending bad weather. In the event rain occurs, work shall be promptly stopped and the entire section shall be reconstructed in accordance with this Specification. 207.3.2 Travel Plant Method The salvaged or new soil-aggregate shall be pulverized until at least 80 mass percent of all material other than stone or gravel will pass a 4.75 mm (No. 4) sieve.

Method of Measurement

The polymer-based chemical soil additive shall be measured by the liter. The quantity to be paid for shall be the design volume applied in place as shown on the Plans, and accepted in the completed course. 206.7

207.2 M

Basis of Payment

Any material retained on a 50 mm sieve and other unsuitable material shall be removed. If additional material is specified, it shall be blended with the existing material. All butt joints at existing pavements or other structures shall be cleaned prior to mixing.

The accepted quantities, determined as provided above shall be paid for at the contract unit price for polymer-based chemical soil additive incorporated into the soil material.

The subgrade/subbase shall support all equipment required in the construction of the base course. Soft or yielding areas shall be corrected prior to mixing.

Payment will be made under:

The soil-aggregate to be treated shall be placed in a uniform windrow and spread to a uniform thickness to the required width. The specified quantity of Portland Cement shall be applied uniformly in a trench on top of the windrows or spread uniformly over the soilaggregate. Spread cement that has been lost shall be replaced, without additional compensation, before mixing is started.

Pay item Number

Description

Unit of Measurement

206

Polymer-Based Chemical Soil Additive

Liter

ITEM 207 — PORTLAND CEMENT TREATED PLANT MIX BASE COURSE 207.1

Description

This Item shall consist of a foundation for surface course composed of aggregate, Portland Cement and water in proper proportions, mixed by a travel plant or in a central plant, spread and compacted on a prepared subgrade/subbase in one or more layers, in accordance with this Specification and the lines, grades, thickness and typical crosssections shown on the Plans or as established by the Engineer.

70

Mixing shall be accomplished by means of a mixer that will thoroughly blend the cement with the soil-aggregate. The mixer shall be equipped with a water metering device that will introduce the required quantity of water during the mixing cycle. The cement soilaggregate mixture shall be sufficiently blended to prevent the formation of cement balls when water is applied. A maximum time of 2 hours shall be permitted for wet mixing, laydown, and finishing when this method is used.

71

207.3.3 Central Plant Method 207.4 M

ethod of Measurement

The soil-aggregate shall be proportioned and mixed with cement and water in a central mixing plant. The plant shall be equipped with feeding and metering devices which will introduce the cement, soilaggregate and water into the mixer in the quantities specified. Mixing shall continue until a uniform mixture has been obtained.

eated Plant Mix Base Course will be measured Portland Cement Tr by the cub ic meter (m3). The quantity to be paid for shall be the design volume compacted in-place as shown on the Plans, accepted in the completed course. No allowance shall be given for materials placed Trial sections outside the design limits shown on the cross-sections.

207.3.4 Spreading, Compacting and Finishing

measured separately but shall be included in the quantity of shall not Cement be Portland Treated Plant Mix Base Course.

The mixture shall be spread on a prepared and moistened subgrade/subbase in a uniform layer by an approved equipment. Not more than 60 minutes shall elapse between the start of mixing and the time of starting compaction of the spread mixture. After spreading, the mixture shall be compacted and finished conforming to the procedures/requirements specified under Subsection 203.3.6, Spreading, Compacting and Finishing. The compaction and finishing shall be completed within 2 hours of the time water is added to the mixture. 207.3.5 Protection, Curing and Maintenance The completed cement treated base shall be cured with a bituminous curing seal applied as soon as possible after the completion of final rolling. The surface shall be kept moist until the seal is applied.

207.5 Basis

of Payment

asured as prescribed in Section 206.4, The accepted quantities, me shall be paid for at the contract unit price for Portland Cement Treated Plant Mix Base Course which price and payment shall be full compensation for fu rnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item Payment will be made under:

Pay Item Number

Description

207

Portland Cement treated Plant Mix Course,

The rate of application shall be between 0.5 L/m2 to 1.00 L/m2 of surface. The exact rate will be determined by the Engineer. Curing seal will be applied in sufficient quantity to provide a continuous film over the base. The film shall be maintained at least 5 days unless the treated base is protected by a subsequent course. The Contractor shall be responsible for adequate maintenance of the base at all times as specified under Subsection 203.3.7, Protection,

Unit of Measurement

Cubic Meter

(New or Salvaged) Soil-Aggregate

ITEM 208 — AGGREGATE STOCKPILE 208.1 Description

Curing and Maintenance. 207.3.6 Trial Sections

This Item shall consist of furnishing and p lacing aggregate in cted and approved stockpiles at locations shown on the Plans or as dire by the Engineer.

Same as Subsection 203.3.8. 208.2 Material Requirements 207.3.7 Tolerances Same as Subsection 203.3.9. 207.3.8 Traffic Same as Subsection 203.3.10.

The aggregate shall conform to all requirements of Item No. of the Specifications. It shall be tested for acceptance at the source.

the specified

PART E — SURFACE COURSES 208.3 Construction Requirements ITEM 300 The stockpile area, as staked by the Engineer, shall be graded, shaped and compacted to a uniform cross-section that will drain satisfactorily. The entire area shall be compacted with a minimum of three completed passes of the approved equipment. The stockpiling and handling of aggregates shall be in accordance with clauses 65 and 66, Part H Control of Materials of the latest DPWH Standard Specifications, Volume I, Requirements and Conditions of Contract.

300.1

The quantity of aggregate to be paid for will be the number of cubic meters as ordered and placed in authorized stockpiles. The stockpiles shall be measured and computed by the average end-area method. No allowance will be made for settlement or shrinkage. 208.5

Description

t of a wearing or top course composed of This item shall consis gravel or crushed aggregate and binder material, whichever is called for in the Bill of Quantities, constructed on a prepared base in accordance with this Specification and in conformity with the lines, grades and typical cross-sections shown on the Plans. 300.2

208.4 Method of Measurement

— AGGREGATE SURFACE COURSE

Material Requirements

r fragments The aggregate shall consist of hard, durable particles o of stone or gravel and sand or other fine mineral particles free from vegetable matter and lumps or balls of clay and of such nature that it can be compacted readily to form a firm, stable layer. It shall conform to the grading requirements shown in table 300.1 when tested by AASHTO T 11 and T 27.

Basis of Payment Table 300.1 — Grading Requirements

The accepted quantities, measured as prescribed in Section 207.4, shall be paid for at the contract unit price for Aggregate Stockpile, which price and payment shall be full compensation for furnishing and stockpiling the aggregate, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item. Payment will be made under:

Pay Item Number

Description

Unit of Measurement

208

Aggregate Stockpile

Cubic Meter

Sieve Designation Standard Alternate Mm U. S. Standard 25 9.5 4.75 2.00 0.425 0.075

1" 3/8 No.4 No. 10 No.40 No. 200

Grading A 100 50-85 35-65 25-50 15-30 5-20

Mass Percent Passing Grading Grading B C 100 60-100 50-85 40-70 25-45 5-20

100 55-100 40-100 20-50 6-20

Grading D 100 70-100 55-100 30-70 8-25

The coarse aggregate material retained on the 2.00 mm (No.10) sieve shall have a mass percent of wear by the Los Angeles Abrasion Test (AASHTO T 96) of not more than 45. When crushed aggregate is called for in the Bill of Quantities, not less than fifty (50) mass percent of the particles retained on the 4.75 mm (No. 4) sieve shall have at least one (1) fractured face. The fraction passing the 0.075 mm (No.200) sieve shall not be greater than two-thirds of the fraction passing the 0.425 mm (No.40) sieve. The fraction passing the 0.425 mm (No. 40) sieve shall have a liquid limit not greater than 35 and a plasticity index range of 4 to 9, when tested by AASHTO T 89 and T 90, respectively.

Materials for gravel surface course and crushed aggregate surface course shall have a soaked CBR Value of not less than 80% as determined by AASHTO T 193. The CBR Value shall be obtained at the maximum dry density and determined by AASHTO T 180, Method D. 300.3

d course. No allowance will be given for material placed outside complete the design limits shown on the cross-sections. Trial sections shall not be measured separately but shall be included in the quantities as measured above.

Construction Requirements 300.5 Bas

300.3.1 Placing Aggregate surface course shall be placed in accordance with the requirements of Item 201, Aggregate Base Course.

is of Payment

as prescribed in Section 300.4 The accepted quantity, measured shall be paid for at the contract unit price for Aggregate Surface Course which price and payment shall constitute full compensation for furnishing, handling, placing, watering, and rolling all materials, including all labor and equipment, too ls and incidentals necessary to complete this Item.

300.3.2 Compacting Requirements

Payment will be made under: Aggregate surface course shall be compacted in accordance with the requirements of Item 201, Aggregate Base Course. Pay Item Number

300.3.3 Trial Sections

Description

Trial sections shall be carried out for aggregate surface course in accordance with the requirements of Item 201, Aggregate Base Course.

300 300 (1)

Aggregate Surface Course Gravel Surface Course

300.3.4 Surface Course Thickness and Tolerances

300 (2)

Crushed Aggregate Surface Course

The aggregate surface course shall be laid to the designed level and transverse slopes shown on the Plans. The allowable tolerances shall be as specified hereunder: Permitted variation from design THICKNESS OF LAYER

+15 mm - 5mm

Permitted variation from design LEVEL OF SURFACE

+15 mm - 5mm

300.4

5 mm

Permitted variation from design CROSSFALL OR CAMBER

+0.2%

Permitted variation from design LONGITUDINAL GRADE over 25 m in length

+0.1%

Cubic Meter compacted in place

ITEM 301 — BITUMINOUS PRIME COAT 301.1

Description

This Item shall consist of preparing and treating an aggregate base course with material in accordance with the Plans and Specifications, preparatory to the construction of a bituminous surface course. 301.2

Permitted SURFACE IRREGULARITY Measured by 3-m straight-edge

Unit of Measurement

Material Requirements

Bituminous material shall be either Rapid Curing (RC) or Medium Curing (MC) Cut-back Asphalt, whichever is called for in the Bill of Quantities. It shall conform to the requirements of Item 702, Bituminous Materials. The type aria grade shall be specified in the Special Provisions. 301.3

Construction Requirements

301.3.1 Surface Condition

Method of Measurement

Aggregate surface course shall be measured by the cubic meter 3 (m ). The quantity to be paid for shall be the number of cubic meters of aggregate including all filler, placed, compacted and accepted in the 76

Prime coat shall be applied only to surfaces which are dry or slightly moist. No prime coat shall be applied when the weather is foggy or rainy.

77

ngineer shall be based on the quality of the base materials and field the E condition.

301.3.2 Equipment The liquid bituminous material shall be sprayed by means of a pressure distributor of not less than 1000 liters capacity, mounted on pneumatic tires of such width and number that the load produced on the road surface will not exceed 1 kN(100 kgf) per cm width of tire. The tank shall have a heating device able to heat a complete charge of bituminous liquid to 180°C. The heating device shall be such that overheating will not occur. Consequently, the flames must not directly touch the casing of the tank containing the bituminous liquid. The liquid shall be insulated in such a way that the drop in temperature when the tank is filled with bituminous liquid at 180°C and not heated will be less than 2°C per hour. A thermometer shall be fixed to the tank in order to be able to measure continuously the temperature of the liquid. The thermometer shall be placed in such a way that the highest temperature in tank is measured. The tank shall be furnished with a calibrated dipstick to indicate the contents. The pipes for filling the tank shall be furnished with an easily changeable filter. The distributor shall be able to vary the spray width of the bituminous liquid in maximum steps of 100 mm to a total width of 4 m. The spraying bar shall have nozzles from which the liquid is sprayed fan-shaped on the road surface equally distributed over the total spraying width. For application of the liquid bituminous material, the distributor shall have a pump either driven by a separate motor, or with a device to synchronize its speed with the speed of the distributor. The pump shall be furnished with an indicator showing the rate of flow. The suction side of the pump shall have an easily changeable filter. A thermometer shall be fixed, such that it indicates the temperature of the liquid immediately before it leaves the spraying bar. The distributor shall be furnished with a tachometer, indicating its forward speed, which shall be visible from the driver's seat. The distributor shall be designed so that the deviation from the prescribed rate of application does not exceed 10% and shall be equipped with a device for hand spraying of the bituminous liquid. 301.3.3

Application of Bituminous Material

The prime coat shall be left undisturbed for a period of at least 24 hours or until such time that it has sufficiently cured as determined by the Eng ineer, and shall not be opened to traffic so that it will not be The Contractor shall picked up by the wheels of passing vehicles. the prime coat until the next course is applied. are shall be maintain taken that the application of bituminous material is not in C excess of the specified amount. Any excess shall be blotted with sand or removed as directed by the Engineer. ll areas inaccessible to the distributor shall be sprayed manually using A the device for hand spraying. The surface of structures and trees adjacent to the areas being treated shall be protected in such a manner as to prevent their being spattered or marred. 301.4

Method of Measurement

Bituminous Prime Coat shall be measured by t square meters (m2). 301.5

he area covered in

Basis of Payment

in Section 301.4, The accepted quantity, measured as prescribed shall be paid for at the contract unit price for Bituminous Prime Coat which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete this Item. Payment will be made under:

Pay Item Number 301 301 (1) 301 (2)

Description Bituminous Prime Coat MC — Cut-back Asphalt RC — Cut-back Asphalt

Unit of Measurement

Square Meters Square Meters

ITEM 302 — BITUMINOUS TACK COAT 302.1

Description

Immediately before applying the prime coat, the full width of surface to be treated shall be ensured to be free from all dirt and other objectionable materials. When required by the Engineer, immediately prior to the application of the prime coat, the surface shall be slightly sprayed with water but not saturated. Bituminous material shall be applied by means of a pressure distributor at the temperature given in Item 702, Bituminous Materials. The rate of application of the bituminous material shall be within the range of 1 to 2 liters/m2. The exact application rate for the type of the bituminous material to be ordered by

This Item shall consist of preparing and treating an existing bituminous or cement concrete surface with bituminous material in accordance with the Plans and Specifications, preparatory to the construction of a bituminous surface course.

78

79

302.2

Material Requirements

Bituminous material shall be either Rapid Curing (RC) Cut-back or Emulsified Asphalt, whichever is called for in the Bill of Quantities. It

shall conform to the requirements of Item 702, Bituminous Materials. The type and grade will be specified in the Special Provisions. 302.3

Construction Requirements

302.3.1 Surface Condition Tack coat shall be applied only to surfaces which are dry or slightly moist. No tack coat shall be applied when the weather is foggy or rainy. 302.3.2

Equipment

302.5

302.4 tity, measured as prescribed in Section The accepted quan aid for at the contract unit price for Bituminous Tack Coat which shall be p price and payment shall be full compensation for furnishing and placing all materia ls including all labor, equipment, tools and incidentals necessary to complete this Item. Payment will be made under:

Pay Item Number 302 302 (1) 302 (2)

Equipment shall conform in all respects to Subsection 301.3.2.. 302.3.3 Application of Bituminous Material Immediately before applying the tack coat, the full width of the surface to be treated shall be cleaned of loose and foreign materials by means of a power broom or power blower, supplemented as necessary by hand sweeping. Where required by the Engineer, immediately prior to the application of the tack coat, the surface shall be lightly sprayed with water but not saturated. Bituminous material shall be applied by means of a pressure distributor at the temperature given in Item 702, Bituminous Materials, of the particular material being used. The rate of application of either the Rapid Curing Cut-back or the Emulsified Asphalt shall be within the range of 0.2 to 0.7 liter/m2. The exact application rate for the type of the bituminous material to be ordered by the Engineer shall be based on the condition of the existing bituminous or cement concrete surface. Care shall be taken that the application of bituminous material is not in excess of the specified amount; any excess shall be blotted by sand or removed as directed by the Engineer. All areas inaccessible to the distributor shall be treated manually using the device for hand spraying. The surfaces of structures and trees adjacent to the areas being treated shall be protected in such a manner so as to prevent their being spattered or marred. Traffic shall be kept off the tack coat at all times. The tack coat shall be sprayed only so far in advance on the surface course as will permit it to dry to a "tacky" condition. The Contractor shall maintain the tack coat until the next course has been applied. Any area that has become fouled by traffic or otherwise, shall be cleaned and resprayed at the Contractor's expense before the next course is applied. 302.4

Method of Measurement

The bituminous tack coat shall be measured by the area covered in square meters (m2).

Basis of Payment

Description Bituminous Tack Coat RC — Cut-back Asphalt Emulsified Asphalt

Unit of Measurement

Square Meters Square Meters

ITEM 303 — BITUMINOUS SEAL COAT 303.1

Description

This Item shall consist of an application of bituminous material with or without an application of aggregate on an existing bituminous surface course in accordance with the Plans and Specifications. 303.2

Material Requirements

303.2.1 Quantities of Materials The approximate amounts of materials per square metre for seal coats of the several types shall be as provided in Table 303.1. The exact amounts to be used shall be set by the Engineer. Table 303.1 — Quantities of Materials for Seal Coats Type 1 Bituminous material L/m2

0.20 — 0.50

Cover Aggregate, kg/m2

none

Type 2

Type 3

0.51 — 1.00

1.01 — 1.50

5.00 — 10.00

10.01 — 14.00

303.2.2 Bituminous Materials Bituminous material shall be Asphalt Cement, Penetration Grade 85100, Rapid Curing (RC) Cut-back Asphalt. It shall conform to the requirements of Item 702, Bituminous Materials, whichever is called for in the Bill of Quantities. The type and grade of asphalt cement or cut-back asphalt will be specified in the Special Provisions.

303.2.3 Cover Aggregate Cover Aggregate for Type 2 seal coat shall consist of sand and fine screenings, reasonably free from dirt or other organic matter. Aggregate for Type 3 seal coat shall be crushed stone, crushed slag or crushed gravel. Only one type of aggregate shall be used in a project unless alternative types are approved.

less than ten (10) days after such surface is laid and ed in writing by the Engineer. unless order

Immediately prior to applying the bituminous material, the surface shall be cleaned of all dirt, sand, dust and other objectionable materials. This cleaning shall be effected by means of a rotary power broom or a power blower, unless other methods are authorized by the Engineer. Dried mud or other foreign materials which cannot be removed otherwise shall be removed by hand methods.

Aggregate gradation shall conform with Table 303.2 when tested by AASHTO T 27. 303.3.3 Application of Bitumin Table 303.2 — Grading Requirements Sieve Designation Standard Alternate mm U.S. Standard 12.50 'A in. 9.50 3/8 in. 4.75 No. 4 2.36 No. 8 1.18 No. 16 0.300 No. 50 0.150 No. 100

Type 2

Mass Percent Passing Type 3 Grading A Grading B

100 85 — 100 60 — 100 0 — 10

100 85 — 100 10 — 40 0-10 0—5 -

100 85 — 100 10 — 30 0 — 10 0—5 -

The aggregate shall have a mass percent of wear not exceeding 40 when tested by AASHTO T 96. When crushed slag is used, it shall be of uniform density and quality and shall have a density of not less than 960 kg/m3 as determined by AASHTO T 19. 303.3

Construction Requirements

303.3.1 Weather and Moisture Conditions

opened to traffic,

ous Material

ressure Bituminous material shall be applied by means of a p distributor at the rate of approximately 0.9 to 1.8 litres for asphalt cement and 1.5 to 3.0 liters for cut-back asphalt per square metre of surface, in a sure uniform, unbroken spread over the section to be treated. The pres distributor used for applying asphaltic materials shall be equipped with pneumatic tires and shall be designed and operated so as to distribute the asphaltic material at the specified rate. It shall be equipped with a fifth wheel tachometer registering the speed and so located as to be visible to the truck driver. The distributor pump shall be equipped with a gauge registering liters per minute passing through the nozzles and readily visible to the operator. Other suitable measuring devices approved by the Engineer may be used. The exact quantity to be applied shall be determined by the Engineer. The temperature at the time of application shall be within the range of temperature specified under Item 702, Bituminous Materials. Care shall be taken that the application of bituminous material at the junction of spreads is not in excess of the specified quantities. Any excess shall be removed from the surface by a squeegee. If necessary, to obtain proper junction of spreads, a strip of manila paper approximately 1 meter wide and at least as long as the spray bar shall be used at the beginning and end of each spread. The paper shall be removed after use. Any skipped areas or recognized deficiencies shall be corrected immediately by hand application and hand operated pressure devices or by other equally suitable means.

Seal coating shall not be undertaken during foggy or rainy weather or when the surface to be treated is wet. Wet cover coat material shall not be used on the work. No seal coating work shall be continued at night unless provided with sufficient lighting. The Engineer shall always be consulted before the commencement of the work and all work shall be terminated at once in the event of rain.

In the event that any structure becomes discolored with bituminous material, the Contractor, at his own expense, shall remove the discoloration to the satisfaction of the Engineer.

303.3.2 Preparation of Surface

Immediately after the application of asphalt, the cover aggregate shall be evenly spread over the surface at the rate of approximately 0.004 to 0.007 cubic meter per square meter. The exact quantity shall be as directed by the Engineer. Spreading shall be accomplished by

Seal coating operations shall not be started until the bituminous surface is thoroughly compacted by traffic and rolling. In no event shall seal coat be placed on newly constructed or reconditioned surfaces in

303.3.4 Application of the Cover Aggregate

aggregate spreader only so that an even and accurate distribution is obtained. The use of spreader boards attached to tail gates of trucks shall not be permitted. The tires of the aggregate trucks shall at no time come in contact with the uncovered and newly applied asphalt. As soon as the cover aggregate has been spread, the surface shall be broomed lightly with approved push or drag broom to insure an even distribution, and shall then be rolled with an approved power roller weighing not less than 5, nor more than 6 tonnes to a uniform surface. 303.3.5

Maintenance

The Contractor shall be responsible for the maintenance of the surface until the work is accepted by the Engineer. The maintenance work shall consist of keeping any excess aggregate evenly spread over the asphalt surface by approved sweeping devices. It shall also consist of keeping all potholes or failures which may occur, repaired by use of additional asphalt and necessary aggregate. All fat or bleeding surfaces shall be covered with approved cover aggregate so that the asphalt will not adhere to, or be picked up by the wheels of vehicles. 303.4

Method of Measurement

The quantities of bituminous material and cover aggregate shall be measured by the tonne (t), calculated by the actual rate of application approved by the Engineer. 303.5

Basis of Payment

The accepted quantities, measured as prescribed in Section 303.4, shall be paid for at the contract unit price for Bituminous Seal Coat, which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete this Item. Payment will be made under:

Pay Item Number 303 303 (1) 303 (2) 303 (3) 303 (4)

Description Bituminous Seal Coat Cover Aggregate, Type MC Cut-back Asphalt RC Cut-back Asphalt Asphalt Cement Pen. Gr.

Unit of Measurement Tonne Tonne Tonne Tonne

ITEM 304 — 304.1

BITUMINOUS SURFACE TREATMENT

Description

of either a single application of bituminous This Item shall consist (single surface material followed by a single spreading of aggregate treatment) or two applications of bituminous material each followed by a spreading of aggregate (double surface treatment) in accordance with the Plans and Specifications. 304.2

Material Requirements

304.2.1 Quantities of Materials per square meter and The approximate amounts of materials le surface treatment shall be sequence of operations for single and doub as provided in Table 304.1 and Table 304.2, whichever is called for in the Bill of Quantities. The quantities given in the Tables are those of aggregates having a bulk specific gravity of 2.65 as determined by AASHTO T 84 and T 85. Proportionate corrections will be made when the aggregate furnished on the job has a bulk specific gravity above 2.75 or below 2.55. In such case, the corrected amount will be the product of the quantity shown in the tables and the ratio of the bulk specific gravity of aggregate to 2.65. The amounts given in the Tables are approximate and the exact amounts will be set by the Engineer. Total amount of bituminous material per square metre may be varied by the Engineer as necessary to fit conditions, but the total amount of aggregate per square metre, after adjusting for specific gravity will not be changed. Table 304.1 — Quantities of Materials and Sequence of Operations Using Cut-Back Asphalt or Asphalt Cement

Aggregate Grading and Sequence of Operations First Course: Apply bituminous material, Um2 Spread Aggregate: Grading A, kg/m2 Grading B, kg/m2

Double S.T.

0.7 — 1.1 AC 0.9 — 1.5 MC

1.6 — 2.0 AC 1.8 — 2.3 MC 22.0 — 27.0

11.0 — 14.0

Second Course: Apply bituminous material, L/m2

84

Single S.T.

2.3 — 2.7 AC

85

2.8 - 3.5 MC Spread Aggregate: Grading C, kg/m2

12.5 9.5 4.75 2.36 1.18 0.300

11.0 - 14.0

Table 304.2 - Quantities of Materials and Sequence of Operations Using Emulsified Asphalt

Aggregate Grading and Sequence of Operations First Course: Apply bituminous material, L/m2 Spread Aggregate: Grading A, kg/m2 Grading B, kg/m2 Second Course: Apply bituminous material, Um2

Single S.T.

Double S.T.

0.9- 1.6

1.4- 2.0

14.0- 19.0 11.0- 14.0

20 - 55

100

0-15 0-5

85 -100 10 - 30 0-10 0-5

The aggregate shall have a mas when tested by AASHTO T 96.

100 85 - 100 10 - 40 0-10 0-5 _

s percent of wear not exceeding 40

When crushed gravel is used, not less than 50 mass percent of the particles retained on the 4.75 mm (No. 4) sieve shall have at least one fractured face. When crushed slag is used, it must be of uniform density and quality, 960 kg/m3 as determined by and shall have a density not less than AASHTO T 19.

2.1 - 3.0

Spread Aggregate: Grading C, kg/m2

5.0- 8.0

304.2.2 Bituminous Materials Bituminous materials shall be either CRS-1 (Cationic Rapid Setting), CRS-2 (Cationic Rapid Setting), RS-1 (Rapid Setting), RS-2 (Rapid Setting), AC 120-150 (Asphalt cement), MC 250-800 (Medium Curing), whichever is called for in the Bill of Quantities. It shall conform to the requirements of Item 702, Bituminous Materials, Penetration Grade No. of asphalt cement, the type and grade of cut-back and emulsified asphalt will be specified in the Special Provisions. 304.2.3 Aggregates The aggregates shall be crushed stone, crushed slag, or crushed gravel. Only one type of aggregate shall be used in a project unless alternative types are approved. The gradation shall conform to Table 304.3. Table 304.3 - Aggregate Grading Requirements

Sieve Designation

A" 3/8" No. 4 No. 8 No. 16 No. 50

304.3

Construction Requirements

304.3.1 Rates of Application/Spreading of Asp

halt and Aggregate

egate shall be The rates of application/spreading of asphalt and aggr within the range in Table 304.1 and 304.2 respectively. These quantities are given as guide only and will vary considerably according to the type and condition of the surface, the grading, type, shape and absorbency of the aggregate, the weather condition and the traffic. The actual quantities to be used for surface treatment shall be determined by the Contractor in accordance with the design methods for one-size aggregate given in the Asphalt Institute Manual (MS-13), Asphalt Surface Treatment. The proposed design shall be subject to the approval of the Engineer. The Contractor shall furnish the Engineer a certified vendor's certificate in duplicate immediately upon delivery of asphaltic material to the Site. The Contractor shall provide weighing equipment on the Site to control the application of aggregates. The weighing equipment shall have an approved multiple beam type scale with indicator and other necessary dials for accurately weighing the aggregate. The scale shall be protected by a weather-proof house with a floor area not less than 10 m2. The Contractor shall, at his own expense, have the scale tested and approved by the Department of Public Works and Highways.

Mass Percent Passing 304.3.2 Equipment

Standard mm 25.0 19.0

Alternative U.S. Standard 1" 3/4'

Grading A

100 90 - 100

Grading B

-

Grading C

-

Equipment for applying the bituminous material shall conform to the requirements of Subsection 301.3.2, Equipment of Item 301, Bituminous Prime Coat. A mechanical spreader shall be used for spreading the 87

aggregates. It shall be capable of spreading the aggregate uniformly over the full width of the area being treated and shall have controls to regulate the feed gates, the feed roll, the auger and the truck hatch. The equipment shall be subject to the approval of the Engineer. 304.3.3 Application of Bituminous Material The application of bituminous material shall be done when the weather is warm and dry.

304.3.5 Contr

take all steps necessary to control traffic over The Contractor shall surface treatment so that the surface is not newly-laid bituminous raffic shall be prohibited from traveling at speeds damaged in any way. T in haltic material has set. The Contractor excess of 40 km/h until the asp shall g those delivering aggregates, shall ensure that no vehicles, includin be -laid material. permitted to turn around on newly 304.4

The required asphaltic material shall be applied to the surface at least twenty four (24) hours after it has been prime coated, or until the prime coat has sufficiently cured as determined by the Engineer. Prior to applying the aphaltic material, dirt and other objectionable materials shall be removed from the surface. If so directed by the Engineer, the surface shall be cleaned by power broom until all dust and loose materials are removed. Asphaltic material shall be applied on a dry surface whenever cut-back or asphalt cement is used; moist surface when emulsified asphalt is used. Spraying shall not be done unless the road temperature has been above 20 C for at least one hour prior to the commencement of spraying operations, and the temperature shall not be less than 20°C during the spraying. The application temperature for asphalt cement shall be within the range that produces a viscosity of 10 to 60 second Saybolt Furol, and for cut-back asphalt shall be within the range given in Item 702, Bituminous Material. The temperature shall be such that no fogging occurs. 304.3.4 Spreading of Aggregate Immediately after applying the asphaltic material, dry aggregate shall be uniformly and evenly distributed over the treated surface from an approved mechanical aggregate spreader. The truck carrying the aggregate shall move backward as it spreads the aggregate so as to prevent the tires of the truck and the mechanical aggregate spreader from driving directly on the newly sprayed asphalt.

ol of Traffic

Method of Measurement

ituminous Surface or Bituminous material and aggregate f B (t). he quantity to be paid for Treatment will be measured by the tonne Taterial and aggregate used shall be the number of tonnes of bituminous m and accepted in the completed work. 304.5

Basis of Payment

tion 304.4, The accepted quantities, measured as prescribed in Sec shall be paid for at the contract unit price for Bituminous Surface r Treatment, which price and payment shall be full compensation fo furnishing and placing all materials and for all labor, equipment, tools and incidentals necessary to complete this Item. Payment will be made under:

Pay Item Number

Description

Unit of Measurement

304 304 (1) 304 (2) 304 (3) 304 (4) 304 (5)

Bituminous Surface Treatment Aggregate Grading Asphalt Cement Pen. Grade RC Cut-back Asphalt MC Cut-back Asphalt Emulsified Asphalt

Tonne Tonne Tonne Tonne Tonne Tonne

ITEM 304A — SLURRY SYSTEM FOR ROAD SURFACE TREATMENT 304A.1 Description

No portion of the sprayed surface shall remain uncovered for a period in excess of 2 minutes. Immediately after spreading the aggregate, the treated surface shall be rolled with an approved pneumatic-tire roller. Where asphaltic material is exposed during rolling, the area shall be covered with additional aggregate and further rolled until an even surface results.

This Item shall consist of either a blend of Cold Seal Bitumen (CSB), aggregate, water and additives (Slurry Surface Treatment— SST) applied over a prime coated base, or a slurry seal or micro-surfacing on a bituminous concrete surface or on a concrete paVed surface (PCCP) in accordance with the Plans and Specifications.

tin A143 Recommended Performance Guidelines for Polymer Technical Bulle Modified Micro-surfacing y the Engineer.

3.

304A.2 Material Requirements

Or as approved b

304A.2.1 Quantities of Materials 304A.2.2 B ituminous Materia ls The approximate amounts of materials per square meter and sequence of operations for Slurry Surface Treatment (SST) shall be as provided in Table 304A.1. The quantities given in the above-mentioned table are those of aggregates having a bulk specific gravity of 2.65 as determined by AASHTO T 84 and T 85. Proportionate correction shall be made when the aggregate furnished on the job has a bulk specific gravity above 2.75 or below 2.55. In such case, the corrected amount shall be the product of the quantity shown in the Table and the ratio of the bulk specific gravity of aggregate to 2.65. The amounts given in the said Table are approximate and the exact amounts shall be set by the Engineer. The Engineer, as necessary to fit the conditions, may vary the total amount of bituminous material per square meter, but the total amount of aggregate per square meter, after adjusting for specific gravity, shall not be changed. Table 304A.1 — Quantities of Materials and Sequence of Operations Using Emulsified Cold Seal Bitumen

304A.2.2.1

halt to be used shall conform to the requirements The emulsified asp of Item 702, Bituminous Materials. It shall have the following additional specifications: Table 304A.2 — Emulsifie

Micro-surfacing

Cape Seal

CSB-3, CSB-3Q, CSB3HD*

CSB-33RD`

CSB 1 (priming) CSB 2 (chip seal) CSB, CSB-3HD*, CSB3Q (fog seal & slurry seal)

* Additional Specifications:

SST

Priming: Apply Cold Seal Bitumen Type 1 (CSB-1), L/m2

0.90— 2.25

Chip Course: Apply Cold Seal Bitumen Type 2 (CSB-2), L/m2 Spread Cover Coat Aggregates (Grading B), Kg/m2

1.20— 2.00 11.00— 16.00 (+/-10%)

Fog Seal: Apply Cold Seal Bitumen Type 3 (CSB-3), L/m2 (Diluted with water at a ratio of 1:1)

1.00

Slurry Course: Apply the mixture of Cold Seal Bitumen (CSB3), aggregates, mineral filler, water and additives

See Note 1

d Asphalt Requirements

Slurry Seal

1. Aggregate Grading and Sequence of Operations

Emulsified Asphalt

2. 3. 4. 5.

With minimum 3% polymer solids/natural cationic latex/synthetic cationic latex based on asphalt weight. Storage stability, 24 hrs — 1% max Asphalt residue from distillation — 62 % min Softening point (asphalt residue) — 57°C min Penetration (asphalt residue) — 40 — 90 dmm

Each load of emulsified asphalt shall be accompanied with a Certificate of Analysis/Compliance to indicate that the emulsion meets specifications. Bituminous material, CSB-1, CSB-2, and CSB-3 (or derivatives) all straight or modified Bitumen emulsions shall conform to the requirements of Items 702 and must also conform to the minimum specifications stated in Table 304A.3. Slurry Course Mix based on Note 1 shall also conform to the performance specifications set in ISSA Technical Bulletin or must meet the minimum performance properties shown on Table 304A.7.

Note 1 — Depends on the Job Mix Design created by the CSB source in accordance with the International Slurry Surfacing Association: 1. 2.

Technical Bulletin 111 — Outline Guide Design Procedure for Slurry Seal Technical Bulletin A105 Recommended Performance Guidelines for Emulsified Asphalt Slurry Seal Surface

90

91

Table 304A.3 — Properties of Cold Seal Bitumen 0.60 0.33 Properties Viscosity, Saybolt Furol @ 25°C, seconds Storage Stability, Settlement (24hrs), % mass Cement Mixing Test, Percentage of Break, % mass Sieve Test, Sample Retained, % mass Particle Charge Test Residue by Evaporation, % mass Examination of Residue Obtained by Evaporation: -Penetration Number @ 25°C, dmm -Ductility @ 25°C,cm -Solubility in Trichloroethylene, % mass

Test Method

CSB-1

CSB-2

CSB-3

ASTM D 244

15 — 50

100 — 200

15 — 50

ASTM D 244

1.0 max

1.0 max

1.0 max

ASTM D 244

2.0 max

-

-

ASTM D 244

0.10 max Negative

0.10 max Positive

0.10 max Positive

ASTM D 244

60 min

65 min

60 min

ASTM D 6 ASTM D 1113 ASTM D 2042

40 — 90 40 min 97.5 min

100 —250 40 min 97.5 min

40 — 90 40 min 97.5 min

• - CSB-3 may be set to achieve specific conditions such as quick set, quick traffic, latex modified or polymer modified emulsions as approved by the Engineer.

No. 30 No. 50 No.100 No. 200

0.15 0.075

19 — 34

±5`)/0

25 — 42 15-30 10 — 20

18 — 30 10-21 5 —15

12 — 25 7-18 5 —15

±4% ±3% ±2% Gradation

Mix Type

Type I, Type II, Type III Type II or Type III

Slurry Seal Micro-surfacing

ass percent of wear not exceeding 40 The aggregate shall have a m when tested by AASHTO T 96. When crushed gravel is used, not less (No. 4) es retained on the 4.75 mm than 50 mass percent of the particl sieve shall have at least one fractured face. When crushed slag is used, it must be of uniform density and quality and shall have a density not less than 960 kg/m3 as determined by AASHTO T 19. 304A.2.3.2 Quality Tests The aggregate shall meet the minimum 304A.5 for slurry sealing and micro-surfacing.

304A.2.3.1 Gradation Test The aggregates shall be cleaned, crushed stone, crushed slag, or crushed gravel. Only one type of aggregate shall be used in a project unless alternative types are approved. The gradation for the Cover Coat Aggregates shall conform to Table 304.3 (Grading A or B). The gradation for the aggregates to be used in the slurry course shall conform to table 304A.4 and shall be chosen based on the type of application or as approved by the Engineer (or as indicated in Note 1). Table304A.4 — Slurry System Aggregate Requirements

Mass Percent Passing

Stockpile Tolerance from the Mix Design Gradation

Standard, Type I

Type II

Type III

9.5 4.75 2.36

U.S. Standard 3/8" No. 4 No. 8

100 100 90— 100

100 90 — 100 65 — 90

100 70 — 90 45 — 70

1.18

No. 16

65 — 90

45 — 70

28 — 50

mImTI

30 — 50

requirements of Table

Table 304A.5 — Aggregate Quality Requirements

304A.2.3 Aggregates

Sieve Designation

40 — 65

±5% ±5% ±5%

Test Method AASHTO ASTM

Specification Slurry MicroSeal surfacing 45 min 65 min

Sand Equivalent Value of Soils & Fine Aggregate Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate

T 176

D 2419

T 104

C 88

15% max w/ Na2SO4 25% max w/ MgSO4

15% max w/ Na2SO4 25% max w/ MgSO4

Resistance to Degradation of

T 96

C 131

35% max

30% ma x

Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

304A.2.4 Mineral Filler Mineral filler shall be used if required by the mix design for slurry sealing and micro-surfacing. It can be Portland Cement, hydrated lime, limestone dust, fly ash or other approved filler meeting requirements of ASTM D 242. Typical use levels are normally 0.0 — 3.0% and may be considered part of the aggregate gradation. Mineral filler may be used to improve mixture consistency and to adjust mixture breaking and curing properties.

8 Mix Design for Slurry Seal and Micro-surfacing 304A.2. of the aggregate, emulsified asphalt, water, mineral Compatibility filler and other additives shall be evaluated in the mix design. The mix design shall be completed using materials consistent with those supplied by the contractor for the project. Recommended tests and values are stated in Tab le 304A.7. Table 304A.7 — Tests for

304A.2.5 Water Properties The water shall be free of harmful salts and contaminants. If the quality of the water is in question, it should be submitted to the laboratory with the other raw materials for the mix design. 304A.2.6 Additives Additives may be used to accelerate or retard the break/set of the slurry seal and micro-surfacing. Appropriate additives and their applicable use range should be approved by the laboratory as part of the mix design. 304A.2.7 surfacing

Proportioning of Mixture for Slurry Seal and Micro-

The proportion of bituminous material components and other components on the basis of total dry aggregate, shall be in accordance to Table 304A.6. The exact percentage to be used shall be fixed by the Engineer in accordance with the job-mix formula and the other quality control requirements.

Mix Time @ 25°C Slurry Seal Consistency Wet Cohesion @ 30 minutes min (Set) @ 60 minutes min (Traffic) Wet Stripping Wet-Track Abrasion Loss One-hour Soak Six-day Soak Excess Asphalt by Loaded Wheel Tester (LWT) Sand Adhesion

Table 304A.6 —Job Mix Design for Slurry Seal and Micro-surfacing

Components Residual Asphalt

Mineral Filler Additives Water

Suggested Limits Slurry Seal Microsurfacing Type I: 10 — 16% 5.5 — 10.5% by dry Type II: 7.5 — 13.5% weight of aggregate Type III: 6.5 — 12% (Based on dry weight aggregate) 0.0 — 3.0% (Based on dry weight 0.0 — 3.0% by dry aggregate) weight of aggregate As needed As needed As required to produce proper mix As required to consistency produce proper mix consistency

Lateral Displacement Specific Gravity after 1000 cycles of 56.71 kg Classification Compatibility

Test Method ISSATB 113 ISSA TB 106 ISSA TB 139 (For quicktraffic systems) ISSA TB 114 ISSA TB 100

ISSA TB 109 (Critical I heavy traffic areas) ISSA TB 147

ISSA TB 144

the Mix Design

Specification Slurry Seal Micro-surfacing Controllable to Controllable to 180 sec min 120 sec min 2.0 — 3.0 cm -

12 kg-cm min 20 kg-cm or Near Spin min

12 kg-cm min 20 kg-cm or Near Spin min

Pass (90% min) Pass (90% min) 2 807 g/m max -

2 538 g/m max 2 807 g/m max

538 g/m2 max

538 g/m2 max

-

5% max

-

2.10 max

-

II Grade Points min (AAA, BAA)

304A.3 Construction Requirements 304A.3.1 Rates of Application/Spreading of Asphalt and Aggregates The rates of application/spreading of asphalt and aggregate for the slurry surface treatment (sst) shall be within the range given in Table 304A.1. These quantities are given as guide only and will vary

considerably according to the type and condition of the surface, the grading, type, shape and absorbency of the aggregate, the weather condition and the traffic. The actual quantities to be used for surface treatment shall be determined by the Contractor in accordance with the design methods for one-size aggregate given in the Asphalt Institute Manual (MS-13), Asphalt Surface Treatment. The proposed design shall be subject to the approval of the Engineer. The slurry seal or micro-surfacing mixture shall be of the proper consistency at all times so as to provide application rate required by the surface condition. The application rate shall be in accordance to Table 304A.8 Table 304A.8 — Application Rates for Slurry Seal/Micro-surfacing Aggregate Type Type I

Type

II

Type III

Application Rate Location Parking Areas Urban & Residential Streets Airport Runways Urban & Residential Streets Airport Runways Primary & Interstate Routes

Slurry Seal

Micro-surfacing

4.3 — 6.5 kg/m2

_

5 . 4— 9.8 kg/m2

5.4 — 9.8 kg/m2

8.1 — 12.0 kg/m2

The machine s lurry sealing and micro-surfacing shall be specifically ed and manufactured to apply slurry seal or micro-surfacing. The design material shall be mixed by an automatic-sequenced, self-propelled, mixing machine of either truck-mounted or continuous-run design. Either ll be able to accurately deliver and proportion the mix type sha components through a mixer and to discharge the mixed product on a continuous-flow basis. If continuous-run equipment is used, the machine shall provide the operator with the full control of the forward and reverse speeds during the application. It shall be equipped with opposite-side driver stations to assist in alignment. Sufficient storage capacity for all mix components is required to maintain an adequate supply to the proportioning controls. The mixture shall be spread uniformly by means of a conventional surfacing spreader box attached to the mixer and equipped to agitate and spread the material evenly throughout the box. The machine must be tated in Design Mix and able to lay based on the specifications s approved by the Engineer. 304A.3.3 Weather Limitations

8.1 — 12.0 kg/m 2

Slurry seal, micro-surfacing or slurry surface treatment (sst) shall not be applied if either the pavement or air temperature is below 10°C and falling. The mixture shall not be applied when weather conditions prolong opening to traffic beyond a reasonable time. 304A.3.4 Application of Bituminous Mixture

Suggested application rates are based on dry weight of aggregate in the mixture. The Contractor shall furnish the Engineer a certified vendor's certificate in duplicate immediately upon delivery of asphaltic material to the site.

304A.3.4.1 Bituminous Material for Slurry Surface Treatment (SST) It shall conform to Subsection 304.3.3, Application of Material.

Bituminous

304A.3.4.2 Slurry Seal and Micro-surfacing The Contractor shall provide weighing equipment on the site to control the application of aggregates. The weighing equipment shall have an approved multiple beam type scale with indicator and other necessary dials for accurately weighing the aggregate. The scale shall be protected by a weatherproof house with a floor area not less than 10 m2. The Contractor shall, at his own expense, have the scale tested and approved by the Department of Public Works and Highways. 304A.3.2 Equipment The equipment for Priming, Chip Course and Fog Sealing must conform to Subsection 304.3.2, Equipment.

If required, it is recommended that a test strip be placed in conditions similar to those expected to be encountered in the project. When local conditions warrant, the surface shall be fogged with water ahead of the spreader box. The rate of application of the fog spray may be adjusted as the temperature, surface, texture, humidity and dryness of the pavement change. The slurry seal/micro-surfacing shall be of the appropriate consistency upon leaving the mixer. A sufficient amount of material shall be carried in all parts of the spreader at all times so that complete coverage is obtained.

304A.3.5 Surface Preparation

of Bitu

men from Bituminous Paving Mixtures or ASTM D 6307 Standard

Test Method for Asphalt Content of Hot-Mix Asphalt by Ignition Method)

Prior to applying the slurry seal or micro-surfacing, loose material, oil spots, vegetation and other objectionable material shall be removed. If water is used, cracks shall be allowed to dry thoroughly before application. Normally tack coat is not required unless the surface to be covered is extremely dry and raveled or is concrete or brick. If required, tack coat shall be applied in accordance to Item 302 — Bituminous Tack Coat. The tack coat shall be allowed to cure sufficiently before the application of slurry seal or micro-surfacing. It is recommended to treat cracks wider than 0.64 cm in the pavement surface with an approved crack sealer prior to application of slurry seal or micro-surfacing. 304A.3.6 Spreading of Aggregate It shall conform to Subsection 304.3.4, Spreading of Aggregates.

tests may be run in the samples. If ASTM D 6307 is used, further analysis can be done on the recovered aggregate to verify the aggregate gradation used.

Data obtained from the proportioning devices on the slurry seal or micro-surfac ing machine may be used to determine individual material quantities and appl ication rate. 304A.3.8 Cont

rol of Traffic

It shall conform to Subsection 304.3.5, Control of Tra 304A.4 Method of Measureme

ffi c.

nt

The surface treatment shall be measured by the square meters (m2). of the The quantity to be paid for shall be the number of square meters treatment placed in the accepted base or pavement.

304A.3.6.1 Mixture

304A.5 Basis of Payment

The mixture shall possess sufficient stability so that premature breaking of the material in the spreader box does not occur. The mixture shall be homogeneous during and following mixing and spreading. It shall be free of excess liquids which create segregation of the aggregate.

The accepted quantities, measured as prescribed in Section 304A.4, shall be paid for at the contract unit price for Slurry Surface Treatment (SST), Slurry Seal or Micro-surfacing which price and payment shall be full compensation for furnishing and placing all materials and for all labor, equipment, tools and incidentals necessary to complete this Item.

304A.3.6.2 Handwork

Payment will be made under: Areas which cannot be accessed by the mixing machine shall be surfaced using hand squeegees to provide complete and uniform coverage. As much as possible, handwork shall exhibit the same finish as that applied by the spreader box.

Pay Item Number

Description

Unit of Measurement

304A.3.6.3 Rolling

304A (1) 304A (2) 304A (3)

Slurry Surface Treatment (SST) Slurry Seal Micro-surfacing

Square Meter Square Meter Square Meter

Rolling shall be by a self-propelled, 10-tonne (max) pneumatic tire roller equipped with a water spray system. All tires shall be inflated per manufacturer's specifications. Rolling shall not start until the slurry seal/micro-surfacing has cured sufficiently to avoid damage by the roller. Areas which require rolling shall receive a minimum of two (2) full coverage passes. 304A.3.7 Quality Control If required, representative samples of the slurry seal or microsurfacing may be taken directly from the machine. Residual asphalt content (ASTM D 2172 Standard Test Method for Quantitative Extraction

ITEM 305 — BITUMINOUS PENETRATION MACADAM PAVEMENT 305.1

Description

This Item shall consist of furnishing and placing one or more courses of graded aggregate and one or more application of bituminous material, followed by a seal coat with cover aggregate constructed on a prepared base in accordance with this Specification and in conformity with the lines, grades and typical cross-sections shown on the Plans.

305.2 305.2.1

Material Requirements 305.2 .2

Quantities of Materials

The approximate amounts of materials per square meter and sequence of operations shall be provided in Table 305.1, whichever is called for in the Bill of Quantities. The weights given in the Table are those of aggregates having a bulk specific gravity of 2.65 as determined by AASHTO T 84 and T 85. Proportionate corrections will be made when the aggregates furnished on the job have a bulk specific gravity above 2.75 or below 2.55. In such case, the corrected amount will be the product of the weight given in the Table and the ratio of the bulk specific gravity of the aggregate to 2.65. The amounts in the Table are approximate and the exact quantity will be set by the Engineer. Total amount of bituminous material per square metre may be varied by the Engineer as necessary to fit conditions, but the total amount of aggregate per square metre, after adjusting for specific gravity will not be changed.

Bituminous Material

s material shall be either Asphalt Cement, Rapid The bituminou Curing (RC), Cut-back Asphalt or Emulsified Asphalt, whichever is called It shall conform to the requirements of Item e Bill of Quantities. The Penetration Grade Number of asphalt for in th 702, Bituminous Materials. cement and type and/or grade of cut-back or emulsified asphalt will be specified in the Special Provisions. 305.2.3 Agg

regate

hall be crushed stone, crushed slag or The coarse aggregate The chokers material, key rock, and cover aggregate crushed gravel. shall be crushed or broken stone, crushed gravel, or crushed boulders or ll aggregate shall consist of clean, screened gravel or coarse sand. A from excess of flat, soft or disintegrated tough, durable fragments, free er objectionable matter pieces and free from stone coated with dirt or oth which will prevent adherence of the asphalt to the aggregate. Natural gravel may be used for cover material. Gradation shall conform to Table 305.2.

Table 305.1—Quantities of Materials and Sequence of Operations Table 305.2 — Aggregate Grading Requirements Type of Bituminous Material Type of Aggregate and Sequence of Operations

Asphalt Cement or Rapid Curing (RC)

Emulsified Asphalt

First Layer: Spread Aggregates: Coarse Aggregate, kg/m2 Choker Aggregate, kg/m2 Apply bituminous material, L/m2

90 4.0

90 10 5.5

Second Layer: Spread Aggregate: Key Aggregate, kg/m2 Apply bituminous material, L/m2

13 1.8

10 3.5

Third Layer: Spread Aggregate: Key Aggregate, kg/m2 Apply bituminous material, L/m2

11 1.4

8 2

Sieve Designation

Mass Percent Passing

Standard Mm

Alternate U.S. Standard

Coarse Aggregate

Choker Aggregate

Key Aggregate

Cover Aggregate

63 50 37.5 25 19 12.5 9.5 4.75 2.36 1.18

2 — 1/2" 2" 1 — 1/2" 1" 3/.. ihn 3/8" No. 4 No. 8 No. 16

100 90 — 100 35 — 70 0-15 0—5 -

100 90 — 100 40 — 70 0-15 0—5 -

100 90 — 100 20 — 55 0 — 15 0—5 -

100 85 — 100 10 — 30 0-10 0—5

The aggregate shall have a mass percent of wear not exceeding 40 when tested by AASHTO T 96.

Fourth Layer: Spread Aggregate: Cover Aggregate, kg/m2 Total Quantities: Bituminous Material, L/m2 Aggregate, kg/m2

8 7.2 122 100

8 11 126

When the crushed gravel is subjected to five cycles of the sodium sulfate soundness test (AASHTO T 104), the weighted loss shall not exceed 12 mass percent. 101

When crushed slag is used, it must be of uniform density and quality and shall have a density not less than 1120 kg/m3 as determined by AASHTO T 19. 305.3

Construction Requirements

305.3.1 Weather Limitations Application of bituminous material shall be made only when the aggregate is dry and the atmospheric temperature in the shade is 15°C or above and when the weather is not foggy or rainy. 305.3.2 Equipment The equipment to be used shall include hand or power operated brooms, shovels, rakes, self-powered bituminous material distributors or hand or power-operated spray pumps, broom dragging equipment and self-powered rollers. A sufficient number of stiff-fiber or steel-bristle push brooms shall be included. Application of the bituminous material by any means other than a pressure spray will not be approved and the equipment used shall be of such nature that the temperature of application of the bituminous material can be accurately controlled within the limits specified and such that the rates of application can be accurately controlled. The rollers shall be self-propelled steel wheel, vibratory or pneumatic type. The number and weight of rollers shall be sufficient to compact the layer to the required condition.

ggregate required in the order of spreading shall be The type of a placed in the required amount of approved aggregate spreaders, or by All areas with non-uniformly other approved mechanical methods. graded aggregate shall be removed and replaced with suitable materials These corrections shall be made by hand before the rolling begins. picking whenever necessary and shall be continued after initial rolling until the appearance and texture of the aggregate are uniform and all irregularities are corrected. The aggregate shall be dry-rolled until it is compacted and keyed. Rolling shall progress gradually from the sides to the center, parallel with the center line of the road and overlapping uniformly each preceding rear wheel track by one-half the width of such track and shall continue until the aggregate does not creep or displace ahead of the rollers. Materials which are crushed excessively under the roller or becomes segregated in such a manner as to prevent free and uniform penetration of the bituminous material shall be removed and replaced with suitable aggregate. The compacted aggregate shall have a firm and even surface. Dry rolling shall be stopped when the surface of the aggregate will support the distributor and before the voids are closed sufficiently to prevent the free uniform penetration of the bituminous material. Along curbs, headers and walls, and at all places not accessible to the roller, the aggregate shall be tamped thoroughly with mechanical tampers or with hand tampers. Each hand tamper shall have a mass of not less than 25kg and a face area of not more than 250 mm by 250 mm.

305.3.3 Conditioning of Existing Base Before spreading the aggregate, the base shall be cleaned of all loose foreign materials. The existing base shall be swept until the embedded large aggregate is exposed, or in the case of a previously constructed asphalt surface, until the surface is free of mud or other covering. If shown on the Plans and called for in the Bill of Quantities, a prime coat shall be applied to the prepared untreated base in accordance with the Item 301, Bituminous Prime Coat, or in case of previously constructed asphalt or cement surface, tack coat shall be applied in accordance with Item 302, Bituminous Tack Coat. 305.3.4 Spreading and Compacting of Aggregate Layers The number of layers in which the macadam pavement is to be constructed, and the order and rates the bituminous material and mineral aggregates are to be spread shall be as indicated in Table 305.1.

102

Aggregate in any layer that becomes coated or mixed with dirt or clay prior to the application of the bituminous material shall be removed and replaced with clean aggregates and the area shall be rerolled. Prior to application of the bituminous material, the surface of the aggregate layer will be tested by the Engineer using a 3-m straight-edge at selected locations. The variation of the surface from the testing edge of the straight-edge between any two contacts with the surface shall at no point exceed 10 mm. All humps or depressions exceeding the specified tolerances shall be corrected by removing defective work and replacing it with new materials as specified. Each layer of aggregate shall be spread so that the bituminous material is covered before wheels or tracks pass over it.

305.3.5 Application of Bituminous Material 306.2 The bituminous material shall be uniformly applied at the rate specified in Table 305.1. Building paper shall be placed over the end of the previous application and the joining application shall start on the building paper. Building paper so used shall be removed and disposed off in a satisfactory manner. During the application of the bituminous material, care shall be taken to prevent spattering of adjacent pavements, structures and trees.

Material Requirements

306.2.

1 Bituminous Material

ous material shall be either Rapid Curing (RC) Cut-back, The bitumin Medium Curing (MC) Cut-back or Emulsified Asphalt, whichever is called for in the Bill of Quantities. It shall conform to the requiremen ts of Item 702, Bituminous Material. The type and grade will be specified in the Special Provisions.

The distributors shall not be cleaned or discharged into ditches, borrow pits or shoulders along the right-of-way. 306.2.2 A 305.4

Method of Measurement

Bituminous Materials, and Aggregate for Bituminous Penetration Macadam Pavement will be measured by the tonne. The quantity to be paid for shall be the number of tonnes of bituminous material and aggregate used and accepted in the completed work. 305.5

ents of Item 703, The aggregate shal l conform to applicable requirem Aggregates. It will be tested for acceptance immediately preceding addition of bituminous material to the mix. This Acceptance will be based on periodic samples from the windrowed materials after all aggregates have been blended for each layer. The aggregate may be new

Basis of Payment

1. The accepted quantities, measured as prescribed in Section 305.4, shall be paid for at the contract unit price for Bituminous Penetration Macadam Pavement, which price and payment shall be full compensation for furnishing and placing all materials and for all labor, equipment, tools, and incidentals necessary to complete this Item. Payment will be made under:

Pay Item Number

Description

Unit of Measurement

305

Bituminous Penetration

305 (1)

Macadam Pavement Aggregates

305 (2) 305 (3) 305 (4)

Asphalt Cement RC ____ Cut-back Asphalt Emulsified Asphalt

Tonne Tonne Tonne Tonne

ITEM 306 — BITUMINOUS ROAD MIX SURFACE COURSE 306.1

ggregate

Description

This Item shall consist of constructing a bituminous road-mix surface course on a prepared base in accordance with this Specification and in conformity with the lines, grades and typical cross-sections shown on the Plans, or as established by the Engineer.

or salvaged from the existing surface.

New Aggregate It shall conform to the applicable requirements of Item Aggregates.

2.

703,

Salvaged Aggregate the road mix surface course Where aggregate required for is already in place, the Contractor shall not be responsible for its grading or quality except for removal of oversize pieces. n I general, salvaged aggregate to be used for road mix surface course will consist of materials meeting the requirements given in Item 703, Aggregates, for new aggregate or may consist of selected granular material for other gradings. Any particles of salvaged aggregate appearing in the surface at the time of lay37.5 mm sieve shall be down and finishing that will not pass removed by the Contractor as directed by the Engineer.

306.2.3 Proportioning of Mixture basis of total dry The proportion of bituminous material on the aggregate, shall be from 4.5 to 7.0 mass percent when cut-back asphalt is used and from 6.0 to 10.0 mass percent when emulsified asphalt is used. The exact percentage to be used shall be fixed by the Engineer in accordance with the job-mix formula and the other quality control requirements.

105

s to be used for the road mix surface When new aggregate i course, the existing base shall be scarified lightly and bladed to uniform grade and to the cross-section shown on the Plans and shall then be rolled or watered and rolled, as directed. f I so ordered by the Engineer, depressions shall first be filled and weak portions of the base strengthened with new aggregate.

During the mixing operation, one-half to one (0.5 to 1.0) mass percent of hydrated lime, dry aggregate basis, shall be added to the mixture. The lower percentage limit is applicable to aggregates which are predominantly calcareous. 306.3

Construction Requirements

306.3.1 Weather Limitations The construction of road mix bituminous pavement shall be carried on only when the surface on which the material is to be placed is dry and when the weather is not foggy or rainy. 306.3.2 Construction Equipment The equipment used by the Contractor shall include scarifying, mixing, spreading, finishing and compacting equipment; a bituminous distributor; and the equipment for heating bituminous material. The distributor shall be so designed, equipped, maintained and operated that bituminous material at even heat may be applied uniformly on variable widths of surface up to 4.5 m at readily determined and controlled rates from 0.2 to 10 L/m2, with uniform pressure, and with an allowable variation from any specified rate not to exceed 0.1 1../m2. Distributor equipment shall include a tachometer pressure gauge, accurate volume measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents. Distributors shall be equipped with a power unit for the pump, and full circulation spray bars adjustable laterally and vertically. Travelling or stationary mixing plants or other equipment of proven performance may be used by the Contractor in lieu of the specified equipment, if approved by the Engineer. Rollers shall be self-propelled steel-wheel tandem or 3-wheel rollers weighing not less than 8 tonnes each and pneumatic tire rollers having a total compacting width of not less than 1,520 mm and the gross mass adjustable within the range of 3,640 to 6,360 kilograms per meter of compaction width. The operating mass shall be directed. Tire pressure or contact pressure may be specified for pneumatic-tire rollers. All tires on pneumatic rollers shall be equally inflated, exerting equal unit pressure, with a means of varying the contact pressure to suit project conditions. 306.3.3 Preparation of Base 1.

Case 1 (New Aggregate)

2.

Case 2 (Salvaged Aggregate) When material in the existing road surface is to be used for mixing, the surface shall be scarified lightly and bladed to uniform grade and to the cross-section shown on the Plans. The reshaped surface shall then be scarified again to the depth ordered by the Engineer and in such manner as to leave a foundation of undisturbed material parallel, both in profile and cross-section, to the proposed finished surface. The loosened materials shall be bladed aside into a windrow at the side of the road and the undisturbed material rolled or watered and rolled, as directed.

306.3.4 Placing Aggregates e uniformly spread on the New aggregates, where required, shall b prepared surface by the use of spreader boxes, or other approved mechanical spreading devices. When two or more sizes of aggregates are used, each size of aggregate shall be placed in the proper amount to provide for surfacing of the required width and thickness. The proper amounts of the separate sizes of aggregate for each course shall be blended and shaped into a windrow of uniform cross-section At least testing for one day shall be allowed for measuring, sampling and approval of quantity and gradation before the windrowed material is spread for application of bituminous material. If the surface moisture of the aggregate is more than 2 percent of the dry weight of the aggregate, except when the bituminous material is emulsified asphalt, the aggregate shall be turned by blades or disc harrows or otherwise aerated until the moisture content is reduced to 2 percent or less. The aggregate shall then be spread smoothly and uniformly over half the road or other convenient width of the surface ready for the application of bituminous material, except that when a traveling mixing plant is used, the aggregate shall be formed into a uniform cross-section. In lieu of aerating and drying the aggregate, the Contractor may use an approved additive, except where emulsified asphalt is used, which shall be satisfactorily blended with the bituminous material. The additive shall permit suitable coating of the wet aggregate and shall prevent the bituminous coating from stripping in the presence of water.

107

306.3.5 Application of Bituminous Material The bituminous material shall be uniformly distributed in successive application, in such amounts and at such intervals as directed. The mixing equipment shall follow immediately behind the distributor, afte each application of bituminous material, to partially mix the aggregate and the bituminous material. 306.3.6 Mixing After the last application of bituminous material and partial mixing the entire mass of bituminous material and aggregate shall be windrowec on the road surface. It shall then be mixed by blading the mixture frorr side to side of the road, or by manipulation producing equivalent results until all aggregate particles are coated with bituminous material and the whole mass has a uniform color and the mixture is free from fat or lear spots, or balls of uncoated particles. During the mixing operations, care shall be taken to avoid cutting into the underlying course of contaminating the mixture with earth or other extraneous matter. When directed, the mixing process shall be confined to part of the width or area of the road so as to allow traffic to pass. Should the mixture show an excess, deficiency or uneven distribution of bituminous material, the condition shall be corrected by the addition of aggregate or bituminous material as required and re-mixing. If the mixture contains excessive amounts of moisture or volatile matter, it shall be bladed, aerated or otherwise manipulated until the moisture and volatile content are satisfactory. The spreading of the mix shall not be done when the surface to be covered is in an unsatisfactory condition. At the end of each day's work, or when the work is interrupted by weather conditions or otherwise, all loose materials shall be bladed into a windrow, whether mixing is completed or not, and shall be retained in a windrow until operations are resumed. When the mixing operations have been satisfactorily completed, the mixture shall be formed into a windrow of uniform cross-section. If the Contractor elects to use traveling or stationary mixing plants in lieu of the specified equipment, the same requirements regarding residual moisture and evaporation of volatiles given above shall apply.

r. Rolling shall overlap on successive passes by at least one-half cente idth of the roller, except that on superelevated curves, rolling shall the w progress from the lower to the upper edge. Each pass shall terminate at least 910 mm in advance or to the rear nd of the preceding pass. uring compaction, the surface shall of the e D be dragged or bladed as necessary to fill ruts and to remove incipient Rolling shall continue until the corrugations or other irregularities. surfacing is of uniform texture and satisfactory compaction is obtained. Initial rolling shall be performed with a pneumatic-tire roller and final rolling with a 3-wheel or tandem type steel wheel roller. Rolling shall be discontinued whenever it begins to produce excessive pulverizing of the aggregate or disp lacement of the mixture. When the compacted thickness of the road mix surface is to be more than 50 mm, the mixture sha ll be spread from the windrow and ers. The first layer shall be bladed and rolled before compacted in two lay the second layer is spread While the surface is being compacted an shall trim the edges neatly to line

d finished, the Contractor

306.3.8 Surface Requirements Subsection Surface requirements shall be as specified in except that the permissible surface variance will be 1 0 mm in 3 m. 306.4

307.3.11

Method of Measurement

Bituminous material and aggregate for Bituminous Road Mix Surface Course will be measured by the tonne. The quantity to be paid for shall be the number of tonnes of bituminous material and aggregate used and accepted in the completed work. The weight of all moisture in the aggregate will be deducted from the pay quantity. Due to possible variations in the specific gravity of the aggregates, the tonnage used may vary from the proposed quantities. No adjustment in contract unit price will be made because of such variation. 306.5

Basis of Payment

306.3.7 Spreading, Compacting and Finishing The material shall be spread by a self-propelled pneumatic-tire blade grader or a mechanical spreader of approved type. In spreading from the windrow, care shall be taken to avoid cutting into the underlying base. After the material is spread, the surface shall be rolled. Rolling shall be parallel to the road center line and shall commence at the outer edges of the road. It shall overlap the shoulders and progress towards the 108

The accepted quantities, measured as prescribed in Section 306.4 shall be paid for at the contract unit price for Bituminous Road Mix Surface Course, which price and payment shall be full compensation for furnishing materials, handling, mixing, hauling, placing, rolling, compacting, labor, equipment, tools and incidentals necessary to complete this Item.

109

••••• Payment will be made under:

Pay Item Number 306 306 (1) 306 (2)

Description

2. 3.

Bituminous Road Mix Surface Course Aggregate for Bituminous Road Mix Surface Course Bituminous Material for Bituminous Road Mix Surface Course

After the job-m ix is established, all mixture furnished for the project rm thereto within the following ranges of tolerances: shall confo Passing No. 4 and larger sieves Passing No. 8 to No. 1 00 sieves (inclusive) Passing No. 200 sieve Bituminous Material Temperature of Mixture

Tonne

Tonne

ITEM 307 — BITUMINOUS PLANT-MIX SURFACE COURSE— GENERAL 307.1

4. 5.

Unit of Measurement

bituminous material to be added. The percentage of The temperature of the m ixture delivered on the road. ge of additive to be used. The kind and percenta The kind and percentage of mineral filler to be used.

Description

This item includes general requirements that are applicable to all types of bituminous plant mix surface courses irrespective of gradation of aggregate or kind and amount of bituminous material. Derivations from these general requirements will be indicated in the specific requirements for each type.

7 percent 4 percent 2 percent 0.4 percent 10°C

Should a change in source of material be proposed or should a jobmix formula prove unsatisfactory, a new job-mix formula shall be submitted by the Contractor in writing and be approved by the Engineer prior to production. Approval of a new job-mix formula may requ ire laboratory testing and verification. The mixture shall have a minimum compressive s

trength of 1.4 MPa.

The mixture shall have a mass percent air voids with the range of 3 This work shall consist of constructing one or more bituminous bound layers on a prepared foundation in accordance with the Specifications and the specific requirements of the type under contract, and in reasonably close conformity with the lines, grades, thickness, and typical cross-sections shown on the Plans within the tolerances specified or established by the Engineer. 307.2

Material Requirements

307.2.1 Composition and Quality of Bituminous Mixture (Job-Mix Formula). The bituminous mixture shall be composed of aggregate, mineral filler, hydrated lime, and bituminous material. At least three weeks prior to production, the Contractor shall submit in writing a job-mix formula for each mixture supported by laboratory test data along with samples and sources of the components and viscositytemperature relationships information to the Engineer for testing and approval.

to 5. The mixture shall also have an index of retained strength of not less than 70 when tested by AASHTO T 165. For aggregates having maximum sizes over 25 mm, AASHTO T 165 will be modified to use 150 mm x 150 mm cylindrical specimens. The 150 mm (cylinders will be compacted by the procedures outlined in AASHTO T 167 modified to employ 10 repetitions of a molding load of 9.6 MPa, with no appreciable holding time after each application of the full load. 307.2.2 Bituminous Material The kind of bituminous material to be used will be as called for in the Bill of Quantities, while the type and grade will be specified in the Special Provisions. The grade may be changed one step by the Engineer at no change in unit price. It shall conform to the applicable requirements of Item 702, Bituminous Materials. 307.2.3 Aggregates

Each job-mix formula submitted shall propose definite single values for: 1.

Aggregates shall conform to the applicable requirements of Item 703, Aggregates.

The percentage of aggregate passing each specified sieve size.

I10

111

307.2.4 Mineral Filler

Plant Scales. Scales shall be accurate to 0.5 percent of the ay be required. oises shall be designed maximum load that m P to be locked in any position to prevent unauthorized change of position. In lieu of plant and truck scales, the Contractor may provide an approved automatic printer system which will print the weights of the material delivered, provided the system is used in conjunction w ith an approved automatic batching and mixing control system. Such weights shall be evidenced by a weight ticket for each load

It shall conform to the requirements of Item 703 A, Mineral Filler. 307.2.5 Hydrated Lime It shall conform to the requirements of Item 701, Construction Lime. 307.2.6 Proportioning of Mixture

Scales shall be inspected and sealed as often as the Engineer may deem necessary to assure their continued accuracy. The Contractor shall have on hand not less than ten 20-kg weights for testing the scales.

The proportion of bituminous material, on the basis of total dry aggregate, shall be from 5.0 to 8.0 mass percent. The exact percentage to be used shall be fixed by the Engineer in accordance with job-mix formula and other quality control requirements.

Equipment for Preparation of Bituminous Material. Tanks for the storage of bituminous material shall be equ ipped with the proper devices to heat and hold the material at the required temperatures. The heating shall be accomplished by steam coils, electricity, or other approved means so that no flame shall be in contact with the tank. The circulating system for the bituminous material shall be designed to assure proper and continuous circulation during the operating period. Provision shall be made for measuring and sampling storage tanks.

Hydrated lime shall be added to the mixture during the mixing operation in the amount of one-half to one (0.5 to 1.0) mass percent, dry aggregate basis. The lower percentage limit is applicable to aggregates which are predominantly calcareous. 307.3

Construction Requirements

307.3.1 Weather Limitations Bituminous Plant mix shall not be placed on any wet surface, or when weather conditions would prevent the proper handling or finishing of the bituminous mixtures.

3.

Feeder for Drier. The plant shall be provided with accurate mechanical means for uniformly feeding the aggregate into the drier so that uniform production and temperature will be obtained.

4.

Drier. The plant shall include a drier or driers which continuously agitate during the heating and drying process. For cold-type bituminous mix, equipment for mechanical cooling of the dried aggregate to the temperature prescribed for cold mixtures shall be provided and shall be capable of supplying prepared material for the mixer to operate at full capacity.

5.

Screens. Plant screens, capable of screening all aggregate to the specified sizes and proportions and having normal capacities in excess of the full capacity of the mixer, shall be provided.

6.

Bins. The plant shall include storage bins of sufficient capacity to supply the mixer when it is operating at full capacity. Bins shall be arranged to assure separate and adequate storage of appropriate fractions of the mineral aggregates. Separate dry storage shall be provided for filler or hydrated lime when used and the plant shall be equipped to feed such material into the mixer. Each bin shall be provided with overflow pipes, of such size and at such locations as to prevent backing up of material

307.3.2 Construction Equipment 1.

Bituminous Mixing Plant

Sufficient storage space shall be provided for each size of aggregate. The different aggregate sizes shall be kept separated until they have been delivered to the cold elevator feeding the drier. The storage yard shall be maintained neat and orderly and the separate stockpiles shall be readily accessible for sampling. Plants used for the preparation of bituminous mixtures shall conform to the requirements for all plants under (a) below except that scale requirements shall apply only where weight proportioning is used. In addition, batch mixing plants and continuous mixing plants shall conform to the respective requirements which follow this Subsection. a.

Requirements for all Plants.

Mixing plants shall be of sufficient capacity and coordinated to adequately handle the proposed bituminous construction.

oving parts shall be thoroughly guarded and other dangerous m protected. Ample and unobstructed space shall be provided on the mixing platform. clear and unobstructed passage shall be A maintained at all times in and around the truck loading area. This area shall be kept free from drippings from the mixing platforms.

into other compartments or bins. Each compartment shall be provided with individual outlet gate, constructed so that when closed, there shall be no leakage. The gates shall cut off quickly and completely. Bins shall be so constructed that samples can be readily obtained. Bins shall be equipped with adequate tell-tale devices to indicate the position of the aggregates in the bins at the lower quarter points. b. 7.

Bituminous Control Gate.

weighing or metering, shall be provided to obtain the proper amount of bituminous material in the mix within the tolerance specified. Means shall be provided for checking the quantity or rate of flow of bituminous material into the mixer. 8.

Thermometric Equipment. An armored thermometric equipment of adequate range in temperature reading shall be fixed in the bituminous feed line at a suitable location near the charging valve at the mixer unit. The plant shall also be equipped with either an approved dial-scale, mercury-actuated thermometer, an electric pyrometer, or other approved thermometric instrument so placed at the discharge chute of the drier as to register automatically or indicate the temperature of the heated aggregates. The Engineer may require replacement of any thermometer by an approved temperature-recording apparatus for better regulation of the temperature of aggregates.

9.

Requirements for Batching Plants

Satisfactory means, either by

Dust Collector. The plant shall be equipped with a dust collector constructed to waste or return uniformly all or any part of the material to the hot elevator collected as directed.

10. Truck Scales. The bituminous mixture shall be weighed on approved scales furnished by the Contractor or on public scales at the Contractor's expense. Such scales shall be inspected and sealed as often as the Engineer deems necessary to assure their accuracy. (See paragraph I). 11. Safety Requirements. Adequate and safe stairways to the mixer platform and sampling points shall be provided, and guarded ladders to other plant units shall be placed at all points where accessibility to plant operations is required. Accessibility to the top of truck bodies shall be provided by a platform or other suitable device to enable the Engineer to obtain sampling and mixture temperature data. A hoist or pulley system shall be provided to raise scale calibration equipment, sampling equipment and other similar equipment from ground to the mixer platform and return. All gears, pulleys, chains, sprockets, and

1.

Weigh box or hopper. The equipment shall include a means for accurately weighing each size of aggregate in a weight box or hopper suspended on scales and of ample size to hold a full batch without hand raking or running over. The gate shall close tightly so that no material is allowed to leak into the mixer while a batch is being weighed.

2.

Bituminous Control. The equipment used to measure the bituminous material shall be accurate to plus or minus 0.5 percent. The bituminous material bucket shall be a nontilting type with a loose sheet metal cover. The length of the discharge opening or spray bar shall be less than 3/4 the length of the mixer and it shall discharge directly into the mixer. The bituminous material bucket, its discharge valve or valves and spray bar shall be adequately heated. Steam jackets, if used, shall be efficiently drained and all connections shall be so constructed that they will not interfere with the efficient operation of the bituminous scales. The capacity of the bituminous material bucket shall be at least 15 percent in excess of the weight of bituminous material required in any batch. The plant shall have an adequately heated quick-acting, non-drip, charging valve located directly over the bituminous material bucket. The indicator dial shall have a capacity of at least 15 percent in excess of the quantity of bituminous material used in a batch. The controls shall be constructed so that they may be locked at any dial setting and will automatically reset to that reading after the addition of bituminous material to each batch. The dial shall be in full view of the mixer operator. The flow of bituminous material shall be automatically controlled so that it will begin when the dry mixing period is over. All of the bituminous material required for one batch shall be discharged in not more than 15 seconds after the lfow has started. The size and spacing of the spray bar openings shall provide a uniform application of bituminous material the full length of the mixer. The section of the bituminous line between the charging valve and the spray bar shall be provided with a valve and outlet for checking the meter when a metering device is substituted for a bituminous material bucket.

3.

2.

Mixer. The batch mixer shall be an approved type capable of producing a uniform mixture with the job-mix tolerances. If not enclosed, the mixer box shall be equipped with a dust hood to prevent loss of dust. The clearance of blades from all fixed and moving parts shall not exceed 25 mm unless the maximum diameter of the aggregate in the mix exceed 30 mm, in which case the clearance shall not exceed 40 mm.

4.

Control of Mixing Time. The mixer shall be equipped with an accurate time lock to control the operation of a complete mixing cycle. It shall lock the weigh box gate after the charging of the mixer until the closing of the mixer gate at the completion of the cycle. It shall lock the bituminous material bucket throughout the dry and wet mixing periods. The dry mixing period is defined as the interval of time between the opening of the weigh box gate and the start of introduction of bituminous material. The wet mixing period is the interval of time between the start of introduction of bituminous material and the opening of the mixer gate. The control of the timing shall be flexible and capable of being set at intervals of 5 seconds or less throughout a total cycle of up to 3 minutes. A mechanical batch counter shall be installed as a part of the timing device and shall be so designed as to register only completely mixed batches. The setting of time interval shall be performed in the presence and at the direction of the Engineer who shall then lock the case covering the timing device until such time as a change is to be made in the timing periods. Requirement for Continuous Mixing Plants

1.

Aggregate Proportioning. The plant shall include means for accurately proportioning each size of aggregate. The plant shall have a feeder mounted under each compartment bin. Each compartment bin shall have an accurately controlled individual gate to form an orifice for volumetrically measuring the material drawn from each compartment. The feeding orifice shall be rectangular with one dimension adjustable by positive mechanical means provided with a lock. Indicators shall be provided for each gate to show the respective gate opening in millimeter.

2.

tion of Aggregate Feed. The plant shall Weight Calibra include a means for calibration of gate openings by weighing test samples. Provision shall be made so that materials fed out of individual orifice may be bypassed to individual test boxes. The plant sha ll be equipped to conveniently handle individual test samples weighing not less than 50 kilograms. Accurate scales shall be provided by the Contractor to weigh such test samples.

3.

Synchronization of Aggregate Feed and Bituminous Material Feed. Satisfactory means shall be provided to afford positive interlocking control between the flow of aggregate from the bins and the flow of bituminous material from the meter or other proportioning device. This control shall be accomplished by interlocking mechanical eans or by any m other positive method satisfactory to the Engineer.

4.

Mixer. The plants shall include a continuous mixer of an approved type, adequately heated and capable of producing a uniform mixture within the job-mix tolerances. It shall be equipped with a discharge hopper with dump gates which will permit rapid and complete discharge of the mixture. The paddles shall be adjustable for angular position on the The shafts and reversible to retard the flow of the mix. mixer shall have a manufacturer's plate giving the net volumetric contents of the mixer of the several heights inscribed on a permanent gauge. Charts shall be provided showing the rate of feed or aggregate per minute for the aggregate being used.

Hauling Equipment

Trucks used for hauling bituminous mixtures shall have tight, clean, smooth metal beds which have been thinly coated with approved material to prevent the mixture from adhering to the beds. Each truck shall have a cover of canvass or other suitable material of such size as to protect the mixture from the weather. When necessary, such that the mixture will be delivered on the road at the specified temperature, truck beds shall be insulated and covers shall be securely fastened. Truck beds shall be drained prior to loading. 3.

Bituminous Pavers

The equipment shall be self-contained,• power-propelled units, provided with an adjustable activated screed or strike-off assembly, heated if necessary, and capable of spreading and finishing courses of bituminous plant mix material in lane widths applicable to the specified typical section and thickness shown on the Plans.

Pavers shall be equipped with a control system capable of automatically maintaining the screed elevation as specified herein. The control system shall be automatically actuated from either a reference line or surface through a system of mechanical sensors or sensor directed mechanisms or devices which will maintain the paver screed at a predetermined transverse slope and at the proper elevation to obtain the required surface. When directed, the transverse slope control system shall be made inoperative and the screed shall be controlled by sensor directed automatic mechanisms which will independently control the elevation of each end of the screed from reference lines or surface. The controls shall be capable of working in connection with any of the following attachments. a.

Ski-type device of not less than 9 m in length or as directed by the Engineer. b. Taut stringline (wire) set to grade. c. Short ski or shoe

The Contractor shall furnish the long ski, the short ski or shoe and furnish and install all required stakes and wire for a taut stringline. Should the automatic control systems become inoperative during the day's work, the Contractor will be permitted to finish the day's work using manual controls, however, work shall not be resumed thereafter until the automatic control system has been made operative. The Contractor shall provide and have ready for use at all times enough covers, as may be necessary, for use in any emergency such as rain, chilling wind, on unavoidable delay, for the purpose of covering or protecting any material that may have been dumped and not spread. 4.

Rollers

The equipment shall be of the steel and/or pneumatic tire type and shall be in good condition, capable of reversing without backlash. It shall be operated at speeds slow enough to avoid displacement of the bituminous mixture. The number and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition. The use of equipment which results in excessive crushing of the aggregate will not be permitted. 307.3.3

Conditioning of Existing Surface

Immediately before placing the bituminous mixture, the existing surface shall be cleaned of loose or deleterious material by brooming or other approved means.

face or curb, gutters, manholes and other structures shall Contact sur be painted with a thin, uniform coating of bituminous material prior to the bituminous m ixture being placed against them. 307.3.4 Prep

aration of Bituminous Material

The bituminous materia l shall be heated so as to avoid local rovide a continuous supply of the bituminous material overheating and p to the mixer at a uniform temperature. The temperature of asphalt cement delivered to the mixer shall be as required to achieve a kinematic viscosity in the range of 150-300 mm2/s, as determined by AASHTO T 201. Asphalt cement shall not be used while it is foaming nor shall be heated above 159°C at any time after de roject. livery in the p 307.3.5 Preparation of Aggregate Aggregates for pug mill mixing shall be heated, dried and delivered to the mixing unit at a temperature within the range ±17°C of the bitumen. Moisture content of the aggregate shall not exceed one mass percent at the time it is introduced into the mixing unit. Flames used for drying and heating shall be properly adjusted to avoid damage to the aggregate and to avoid soot on the aggregate. Moisture content of the mixture from drum dryer plants shall not exceed three (3) percent of the output, as determined by AASHTO T 110. 307.3.6 Mixing The dried aggregates and the bituminous material shall be measured or gauged and introduced into the mixer in the amount specified by the job mix formula. After the required amounts of aggregate and bituminous material have been introduced into the mixer, the material shall be mixed until a complete and uniform coating of the particles and a thorough distribution of the bituminous material throughout the aggregate is secured. 307.3.7 Spreading and Finishing The mixture shall be spread and struck off to the grade and elevation established. Bituminous pavers shall be used to distribute the mixture either over the entire width or over such partial width as may be practicable. The longitudinal joint in one layer shall offset that in the layer immediately below approximately 15 cm; however, the joint in the top layer shall be at the center line of the pavement if the roadway comprises two (2) lanes, or at lane lines if the roadway is more than two (2) lanes, unless otherwise directed.

On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impracticable, the mixture may be placed and finished by hand tools. The mixture shall be placed at a temperature not less than 107°C as measured in the truck just prior to dumping into the spreader.

Along forms , curbs, headers, walls and other places not accessible rs, the mixture shall be thoroughly compacted with hot hand to the rolle tampers, smoothing irons or with mechanical tampers. ts 307.3.9 Join

When production of the mixture can be maintained and when practical, pavers shall be used in echelon to place the wearing course in adjacent lanes.

paving shall be continu Placing of the bituminous ous as possible. ss over the unprotected end of a freshly laid mixture Rollers shall not pa unless authorized by the Engineer. ransverse joints shall be formed by T cutting back on the previous run to expose the full depth of the cour se. a brush coat of bituminous ma When directed by the Engineer, terial shall be f transverse joints before a used on contact surfaces o dditional mixture is placed against the previously rolled material.

307.3.8

307.3.10 Acceptance, Sampling and Testing

When tar is used, the mixture shall be placed at between 66°C and 107°C.

Compaction

Immediately after the mixture has been spread, struck off and surface irregularities adjusted, it shall be thoroughly and uniformly compacted by rollers as specified under paragraph No. 4 of Subsection 307.3.2. The surface shall be rolled when the mixture is in proper condition and when the rolling does not cause under displacement, cracking and shoving. Rolling shall begin at the sides and proceeds longitudinally parallel toward the road centerline, each trip overlapping 1/2 the roller width, gradually progressing to the crown of the road. When paving in echelon or abutting a previously placed lane, the longitudinal joint should be rolled first followed by the regular rolling procedure. On superelevated curves, the rolling shall begin at the low side and progress to the high side overlapping of longitudinal trips parallel to the center line. Rollers shall move at a slow but uniform speed with the drive roll or wheels nearest the paver.. Rolling shall be continued until roller marks are eliminated and a minimum of 97 mass percent of the density of the laboratory compacted specimens prepared in accordance with AASHTO T 166 has been obtained. Any displacement occurring as a result of the reversing of the direction of a roller, or from other causes, shall be corrected at once by the use of rakes and addition of fresh mixture when required. Care sha ll f be exercised in rolling not to displace the line and grade of the edges o the bituminous mixture. To prevent adhesion of the mixture to the rollers, the wheels shall be kept properly moistened with water or water mixed with very sma ll quantities of detergent or other approved material. Excess liquid will not be permitted.

The contractor shall cut full depth samples as directed, from the finished pavement, for testing. Samples shall be neatly cut by saw or core drill. Each sample shall be at least 150 mm x 150 mm or 100 mm diameter full depth. At least one, but not more than three samples shall be taken for each full day's operation. If no core samples were taken during the day's operation, core samples shall be taken from the completed pavement for every 100 L. M. per lane. The contractor shall supply and furnish new material to backfill boreholes left by the samples taken. No acceptance and final payment shall be made on completed asphalt pavement unless core test for thickness determination is conducted, except for Barangay Roads where the implementing office is allowed to waive such test. The samples obtained will be used to measure the thickness of the pavement. The same samples will be used to test the density of the compacted pavement by AASHTO T 166.

than

The compacted pavement shall have a density equal to, or greater

97 mass percent of the density of a laboratory specimen. The asphalt pavement represented by the cores shall not be accepted if the deficiency in density is more than 2%. The compacted pavement shall have a thickness tolerance of -5 mm. Thickness in excess of the specified thickness shall not be considered in the payment of asphalt pavement. The asphalt pavement represented by the core shall not be accepted if the deficiency in the average thickness is more than 5 mm. Averaging of the density and thickness of asphalt cores is not permitted. If the deficiency in the core thickness is more than 5 mm, additional layer may be permitted in order to meet the designed thickness, however, the minimum additional asphalt overlay thickness should be

120

121

dependent on the minimum thickness capacity of asphalt paver but it should not be less than 50 mm and that proper construction procedures are followed.

308.2

Material Requirements

308.2. 1

Composition and Quality of Asphalt Cold Mix (Job-Mix Formula)

307.3.11 Surface Tolerances The surface will be checked by the use of a 3-m straight-edge at sites selected by the Engineer. The straight-edge will be applied at right angles, as well as, parallel to the centerline of the roadbed. The variation of the surface from the testing edge of the straightedge between any two contacts with the surface shall not exceed 6 mm. Tests will be made immediately after initial compaction and any variations detected shall be corrected by removing or adding materials, as may be necessary. Rolling shall then be continued as specified. After final rolling, the smoothness of the course shall be checked again and any area defective in texture or composition shall be corrected, including removal and replacement of unsatisfactory material at the Contractor's expense as directed by the Engineer.

coarse mineral The asphalt cold mix shall be composed of aggregates, fine mineral aggregates, mineral fillers and chemically bonding bitumen. At least three weeks prior to production, the Contractor shall submit in writing a job-mix formula for each mixture supported by laboratory test data along with samples and sources of the components and viscositytemperature relationships nformation to the Engineer for testing and i approval. Each job-mix formula submitted shall propose definite single value for: 1. 2.

307.4

Method of Measurement 3.

The area to be paid for under this item shall be the number of square meters (m2) of asphalt pavement placed, compacted and accepted based on the thickness and densities of the cores taken in accordance with subsection 307.3.10 (Acceptance, Sampling and Testing). 307.5

Basis of Payment

The accepted quantity, measured as prescribed in Section 307.4 will be paid for as provided in the respective items for the specified type of bituminous plant mix. ITEM 308 — BITUMINOUS PLANT- MIX SURFACE COURSE, COLDLAID 308.1

Description

This item shall consist of constructing a Bituminous Plant-Mix Surface Course composed of aggregates, mineral filler and bituminous material mixed in a central plant, constructed and laid cold on the prepared base in accordance with this Specification and in conformity with the lines, grades and typical cross-section shown on the Plans.

4.

The percentage of coarse mineral aggregates passing each specified sieve size. The percentage of fine mineral aggregates passing each specified sieve size. The percentage of chemically bonding bitumen material to be added. The temperature of the mixture delivered on the prepared base of the road.

5.

The kind and percentage of chemical additive to be used.

6.

The kind and percentage of mineral filler to be incorporated.

Stability Requirements: The mixture shall conform to the following:

Test Property Stability N at 22.2°C Percent Stability Loss After Vacuum Saturation and Immersion Aggregate Coating (Percent)

Minimum

Maximum

2224

50

50

-

308.2.2 Bituminous Material

asphalt should be entirely absorbed by the base course and the prime should be fully set and cured before placing the surface.

It shall be either Liquid Cut-back Asphalt or Emulsified Asphalt, whichever is called for in the Bill of Quantities. The type and grade of asphalt material will be specified by the Engineer and shall comply to the requirements of AASHTO M 82, M 140 or M 208 (ASTM D 2397).

3.

Holes and depressions in existing surfaces shall be repaired by removing all loose and defective material to sound pavement and replacing with an approved asphalt-aggregate patching material. The patching mixture shall be compacted to produce a tight surface conforming to the adjacent pavement area.

4.

Excess asphalt in patches and joints shall be removed only through methods approved by the engineer.

5.

Immediately prior to application of the asphalt tack coat all loose and foreign material shall be removed by sweeping or by blowing, or both.

6.

Surfaces of curbs, gutters, vertical faces of existing pavements, and all structures to be in actual contact with the asphaltaggregate mixture shall be given a thin, even coating of asphalt material, type and grade. Care shall be taken to prevent spattering of the asphalt on surfaces that will not be in contact with the asphalt-aggregate mixture.

308.2.3 Coarse Aggregates Coarse Aggregates shall conform to the applicable requirements of Item 703 or AASHTO M 79. 308.2.4 Fine Aggregates Fine Aggregates shall conform to the applicable requirements of Item 703, AASHTO M 29 or ASTM D 1073. 308.2.5 Mineral Fillers It shall conform to the requirements of Item 703A, Mineral Filler or ASTM D 242. 308.2.6 Proportioning of Mixture The proportioning of Bituminous Material on the basis of total dry aggregate shall be from 4.5 to 7.0 mass percent when cut back asphalt is used and from 6.0 to 10.0 mass percent when emulsified asphalt is used. The exact percentage to be used shall be fixed by the Engineer in accordance with the job-mix formula and the other quality control requirements. 308.3

Construction Requirements

308.3.1

Weather Limitations

Cold Asphalt Plant Mix shall be placed only when the specified density can be obtained. The mixture shall not be placed on any wet surface or when weather condition will prevent its proper handling or finishing. Asphalt surface mixture shall not be placed when the surface temperature of the base course is below 10°C. 308.3.2 Preparing Area To Be Paved 1.

The area to be paved

shall be substantially true to line and

grade. It shall have a firm and properly prepared surface before paving operations begin. All loose and foreign material shall be removed. 2.

When the compacted subgrade on which the asphalt base is to be placed loosely bonded, it shall be primed with 0.5 to 1.40 liter/m2 of the type and grade of asphalt priming material. The

308.3.3 Preparing The Mixture 1.

The asphalt shall be warmed, if necessary, at the paving plant to a temperature at which it can be applied uniformly to the aggregate.

2.

When it is necessary to blend aggregates from one or more sources to produce the combined gradation, each source or size of aggregate shall stockpiled individually. Aggregate from the individual stockpiles shall fed through separate bins to cold elevator feeders. They shall not be blended in the stockpile.

3.

Cold aggregates shall be fed carefully to the plant so that surpluses and shortages will not occur and cause breaks in the continuous operation.

4.

Mixing time shall be the shortest time that will produce a satisfactory mixture.

308.3.4 Placing The Mix The bituminous surface course mixture shall be placed with an asphalt paver to provide a nominal compacted thickness of the surface course. The minimum lift thickness shall be at least two times the maximum particle size. The maximum lift thickness shall be that which can be demonstrated to be laid in a single lift and compacted to a required uniform density and smoothness. Placing the mixture shall be a

continuous operation. If any irregularities occur, they shall be corrected before final compaction of the mixture. 308.3.5 Compacting The Mixture

308.4

Construction Equipment

308.4. 1

Equipment

The equipment shall include: The mix shall be compacted immediately after placing. Initial rolling with a steel-wheeled tandem or three-wheeled roller, vibratory roller, or a pneumatic-tired roller shall follow the paver as closely as possible. If needed, intermediate rolling with a pneumatic-tired roller shall be done immediately behind the initial rolling. An application of choke aggregate may be necessary to prevent mix pick-up by the pneumatic-tired roller. Final rolling shall eliminate marks from previous rolling. In areas too small for the roller, a vibrating plate compactor or a hand-tamper shall be used to achieve thorough compaction.

1. 2.

3. 4.

308.3.6 Acceptance Requirement

5.

Divide asphalt mixture production into lots, each lot equal to the mix produced during one day. Determine the target density for each lot by measuring the average density of six laboratory prepared specimens representing two randomly chosen subsamples from trucks delivering mixture to the jobsite. The target density should be reported as dry density.

6.

Determine the compacted density in the field from five randomly located positions in each lot of the compacted mixture. The density of freshly compacted material can be determined using a properly calibrated nuclear density device or other procedure. Density determinations made after a period of curing may be determined on samples obtained from compacted material by a suitable core drilling technique. All compacted densities should be converted to dry densities. It is recommended that the average of five field density determinations made in each lot be equal to or greater than 97 percent of the average density of the six laboratory prepared specimens, and that no individual determination be lower than 95 percent. The compacted base and surface shall have an average thicknesses no less than those specified on the plans. Any deficiency in thickness shall be made up with surface mixture when the surface course is placed. The surface of the completed pavement longitudinally and transversely for smoothness with The surface shall not vary more than 5 mm in 3 centerline and not more than 8 mm in 3 m at centerline.

shall be checked a 3 m straightedge. m parallel to the right angles to the

7.

thin Asphalt mixing plants designed to produce a uniform mix wi the job-mix tolerances. Self-powered pavers that are capable of spreading the mix to the thickness and width specified, true to the line, grade and crown shown on the Plans. Enough smooth metal-bedded haul trucks, with covers when required to ensure orderly and continuous paving operations. A pressure distributor that is capable of applying tack coat and prime material uniformly without atomization. Steel-wheeled, pneumatic-tired, or vibratory rollers with capacity of attaining the required density and smoothness. A power broom or a power blower or both. Hand tools necessary to complete the job.

Other equipment can be used in addition to the specified eq when approved by the Engineer. 308.5

uipment

Sampling

e latest Sampling of asphalt materials shall be in accordance with th revision of AASHTO T 40 (ASTM D 140). Sampling of mineral aggregate shall be in accordance with the latest revision of AASHTO Designation (ASTM D 75). Sampling of the asphalt mixture, as required by the Engineer, shall be in accordance with the latest revision of AASHTO 168 (ASTM D 979). 308.6

Testing

Methods of Testing shall be in accordance with the applicable AASHTO or ASTM Methods. 308.7

Method of Measurement

The bituminous mixture will be measured by square meter (m2). The quantity to be paid for shall be the number of square meters of the mixture placed and compacted in the accepted pavement. No deduction will be made for the weight of bituminous material in the mixture. Batch weights will not be permitted as a method of measurement.

-

308.8

309.2 .3

Basis of Payment

The accepted quantity, measured as prescribed in Section 308.7, shall be paid for at the contract unit price for Bituminous Plant-Mix Surface Course, Cold-Laid, which price and payment shall be full compensation for furnishing all materials, handling, placing, rolling, compacting, labor, equipment, tools and incidentals necessary to complete this Item.

Aggregate

crushed or natural gravel, slag, sand, It shall be crushed stone, stone or slag screenings, mineral dust, or a combination of these materia ls. The several aggregate fractions shall be combined in such proportions that the gradation of the composite aggregate shall conform to the grading requirements of Table 309.1. The combined aggregate after going through the drier, shall have a sand equivalent value of not less than 40.

Payment will be made under:

Pay item No.

Description

The coarse aggregate shall have a mass percent of wear not exceeding 40 when tested by AASHTO T 96. Unit of Measurement Slag, if used, shall weigh not less than 1120 kg/m3.

308

Bituminous Plant-Mix Surface Course, Cold-Laid

Square Meter

ITEM 309 — BITUMINOUS PLANT-MIX (STOCKPILE MAINTENANCE MIXTURE) 309.1

Description

This Item shall consist of a bituminous stockpile maintenance mixture composed of aggregate, mineral filler, hydrated lime and bituminous material mixed in a central plant. The mixture is stockpiled for immediate or future maintenance needs. 309.2 309.2.1

Material Requirements Composition and Quality of Bituminous Mixture

Same as Subsection 307.2.1 309.2.2

Bituminous Material

The type and grade of bituminous material shall be in accordance with the following guidelines:

Table 309.1 — Grading Requirements

Sieve Designation Standard, mm 19.0 12.5 9.5 4.75 2.36 0.60 0.30 0.15 0.075

Mass Percent Passing

Alternate U.S. Standard % in I/2 in 3/8 in No. 4 No. 8 No. 30 No. 50 No. 100 No. 200

100 80 — 100 70 — 90 50 — 70 35 — 50 18 — 30 15 — 25 8 — 15 4 — 10

309.2.4 Mineral Filler It shall conform to the requirements of Item 307, Bituminous Plant Mix Surface Course — General. 309.2.5 Hydrated Lime

For use within a short time after stockpiling. For immediate use under hot or moderate

It shall conform to the requirements of Item 307, Bituminous Plant Mix Surface Course — General. 309.2.6 Proportioning of Mixture

CMS-2/2S

weather conditions, or for use within a short time after stockpiling. Mix can be designed for use within a short

*CMS

time after stockpiling or for long storage period. Cationic emulsified Asphalt.

MC 250 MC 800

-

to 10 The amount of bituminous material to be added will be from 4 mass percent of total mix. The exact percentage to be used shall be fixed by the Engineer in accordance with the job-mix formula and other quality control requirements. Upper limit may be raised when using absorptive aggregate. 129

During the mixing operation, one-half to one (0.5 to 1.0) mass percent of hydrated lime, dry aggregate basis, shall be added to the mixture. The lower percentage limit is applicable to aggregates which are predominantly calcareous.

ITEM 31

0 — BITUMINOUS CONCRETE SURFACE COURSE, HOTLAID

310.1

Description

309.3

crete This Item shall consist of constructing a Bituminous Con Surface Course composed of aggregates, mineral filler and bituminous material mixed in a central plant, constructed and laid hot on the prepared base in accordance with this Specification and in conformity with lines, grades, thickness and typical cross-section shown on the Plans.

Construction Requirements

309.3.1 Preparation of Mixture The aggregate, mineral filler, and hydrated lime shall be fed into the plant in the proportions required to provide a composite aggregate meeting the grading requirements. The aggregate shall be free from visible moisture at the time of mixing. The bituminous material shall be applied at the rate and temperature specified by the Engineer. Mixing shall be thorough and shall continue until all aggregate particles are well coated. 309.3.2 Stockpiling

Composition and Quality of Bituminous Mixture (Job-Mix Formula)

310.2.2

Bituminous Material

It shall be Penetration Grade Asphalt Cement and it shall conform to the requirements of Item 702, Bituminous Materials. The grade of the bituminous material shall be specified in the Special Provisions.

Method of Measurement

The quantity of the bituminous mixture to be paid for will be the volume in cubic meters as ordered and delivered in stockpiles. 309.5

310.2.1

Material Requirements

Same as Subsection 307.2.1

The finished mixture shall be stockpiled on a platform level storage space. 309.4

310.2

Basis of Payment

310.2.3

Aggregates

Aggregates shall conform to the requirements of Item Bituminous Plant Mix Surface Course-General.

The accepted quantity, measured as prescribed in Section 309.4, will be paid for at the contract unit price for Bituminous Plant-Mix (Stockpile Maintenance Mixture) which price and payment shall be full compensation for furnishing and stockpiling the material including incidentals necessary to complete the work prescribed in this Item.

310.2.4 Mineral Filler It shall conform to the requirements of Item 307, Bituminous Plant Mix Surface Course-General. 310.2.5

Payment will be made under:

Pay Item Number

Description

Unit of Measurement

309

Bituminous Plant-Mix (Stockpile Maintenance Mixture)

Cubic Meter

307,

Hydrated Lime

It shall conform to the requirements of Item 307, Bituminous PlantMix Surface Course-General. 310.2.6

Proportioning of Mixtures

The proportion of bituminous material on the basis of total dry aggregate shall be from 5.0 to 8.0 mass percent. The exact percentage to be used shall be fixed by the Engineer in accordance with the job-mix formula and the other quality control requirements.

During the mixing operation, one-half to one (0.5 to 1.0) mass percent of hydrated lime, dry aggregate basis, shall be added to the mixture. The lower percentage limit is applicable to aggregates which are predominantly calcareous. 310.3

Construction Requirements

The construction requirements shall be in accordance whenever applicable, with Section 307.3. 310.4

Method of Measurement

The area to be paid for under this item shall be the number of square meters (m2) of asphalt pavement placed, compacted and accepted based on the thickness and density of the cores taken in accordance with Subsection 307.3.10 (Acceptance, Sampling and Testing). 310.5

Basis of Payment

The accepted quantity, measured as prescribed in Section 310.4, shall be paid for at the contract unit price for Bituminous Concrete Surface Course, Hot-Laid, which price and payment shall be full compensation for furnishing all materials, handling, mixing, hauling, placing, rolling, compacting, labor, equipment, tools and incidentals necessary to complete this Item. Payment will be made under:

Pay Item Number 310

310 (1)

Description

Unit of Measurement

Bituminous Concrete Surface Course, Hot-Laid

Square Meter

Asphaltic Concrete With Lahar as Fine Aggregate Replacement

Square Meter

Hot Rolled Asphalt with Lahar as Fine Aggregate Replacement

Square Meter

ITEM 311 — PORTLAND CEMENT CONCRETE PAVEMENT 311.1

Description

This Item shall consist of pavement of Portland Cement Concrete, with or without reinforcement, constructed on the prepared base in accordance with this Specification and in conformity with lines, grades, thickness and typical cross-section shown on the Plans.

311.2

Material Requirements

311.2.1 Port land Cement ments of Item 700, Hydraulic It shall conform to the applicable require Cement. nly Type I Portland Cement shall be used unless otherwise O provided for in the Special Provisions. Different brands or the same brands from different mills shall not be mixed nor shall they be used alternately un less the mix is approved by the Engineer. However, the use of Portland Pozzolan Cement Type IP meeting the requirements of AASHTO M 240/ASTM C 595, Specifications for Blended Hydraulic Cement shall be allowed, provided that trial mixes shall be done and that the mixes meet the concrete strength requirements, the AASHTO/ASTM provisions pertinent to the use of Portland Pozzolan Cement Type IP shall be adopted. Cement which for any reason, has become partially set or which contains lumps of caked cement shall be rejected. Cement sa lvaged from discarded or used bags shall not be used. Samples of Cement shall be obtained in accordance with AASHTO T 127. 311.2.2 Fine Aggregate nert It shall consist of natural sand, stone screenings or other i materials with similar characteristics, or combinations thereof, having hard, strong and durable particles. Fine aggregate from different sources of supply shall not be mixed or stored in the same pile nor used alternately in the same class of concrete without the approval of the Engineer. It shall not contain more than three (3) mass percent of material passing the 0.075 mm (No. 200 sieve) by washing nor more than one (1) mass percent each of clay lumps or shale. The use of beach sand will not be allowed without the approval of the Engineer. If the fine aggregate is subjected to five (5) cycles of the sodium sulfate soundness test, the weighted loss shall not exceed 10 mass percent. The fine aggregate shall be free from injurious amounts of organic impurities. If subjected to the colorimatic test for organic impurities and a color darker than the standard is produced, it shall be rejected. However, when tested for the effect of organic impurities on strength of mortar by AASHTO T 71, the fine aggregate may be used if the relative strength at 7 and 28 days is not less than 95 percent.

The fine aggregate shall be well-graded from coarse to fine and shall conform to Table 311.1 Table 311.1 — Grading Requirements for Fine Aggregate

Sieve Designation 9.5 mm (3/8 in) 4.75 mm (No. 4) 2.36 mm (No. 8) 1.18 mm (No. 16) 0.600 mm (No. 30) 0.300 mm (No. 50) 0.150 mm (No. 100) 311.2.3

Mass Percent Passing 100 95— 100 45— 80 5— 30 0— 10

Coarse Aggregate

equirement for Coarse Aggregate Table 311.2 — Grading R

Sieve Designation

Standard mm 75.00 63.00 50.00 37.5 25.0 19.0 12.5 4.75

Alternate U. S. Standard 3 in. 2-1/2 in. 2 in. 1-1/2 in. 1 in. % in. % in. No. 4

Mass Percent Passing Grading A

Grading B

Grading C

100 90-100

100 95-100

25-60 -

100 90-100 35-70 0-15

0-10 0-5 -

0-5 -

10-30 0-5

35-70

311.2.4 Water It shall consist of crushed stone, gravel, blast furnace slag, or other approved inert materials (coralline or dolomites) of similar characteristics, or combinations thereof, having hard, strong, durable pieces and free from any adherent coatings. It shall consist of crushed stone, gravel, blast furnace slag, or other approved inert materials of similar characteristics, or combinations thereof, having hard, strong, durable pieces and free from any adherent coatings.

nated application shall be Water used in mixing, curing or other desig reasonably clean and free of oil, salt, acid, alkali, grass or other substances injurious to the finished product. Water will be tested in accordance with and shall meet the requirements of Item 714, Water. Water which is drinkable may be used without test. Where the source of water is shallow, the intake shall be so enc losed as to exclude silt, mud, grass or other foreign materials. 311.2.5 Reinforcing Steel

It shall contain not more than one (1) mass percent of material passing the 0.075 mm (No. 200) sieve, not more than 0.25 mass percent of clay lumps, nor more than 3.5 mass percent of soft fragments. If the coarse aggregate is subjected to five (5) cycles of the sodium sulfate soundness test, the weighted loss shall not exceed 12 mass percent. It shall have a mass percent of wear not exceeding 40 when tested by AASHTO T 96. If the slag is used, its density shall not be less than 1120 kg/m3. The gradation of the coarse aggregate shall conform to Table 311.2.

It shall conform to the requirements of Item 404, Reinforcing Steel. SHTO M 31 or Dowels and tie bars shall conform to the requirements of AA M 42, except that rail steel shall not be used for tie bars that are to be bent and restraightened during construction. Tie bars shall be deformed bars. Dowels shall be plain round bars. Before del ivery to the site of work, one-half of the length of each dowel shall be painted with one coat of approved lead or tar paint. The sleeves for dowel bars shall be metal of approved design to cover 50 mm, plus or minus 5 mm of the dowel, with a closed end, and with a suitable stop to hold the end of the sleeve at least 25 mm from the end of the dowel. Sleeves shall be of such design that they do not collapse during construction.

Only one grading specification shall be used from any one source. 311.2.6 Wire Mesh shall not The diameter of wire for lateral and longitudinal directions nealed be less than 6 mm in diameter. Tie wire shall be No. 16 gauged an wire.

311.2.6.1 Fabrication of Wire Mesh The spacing on the lateral direction is twice wider than that of the longitudinal direction. The weight of wire mesh shall not be less than 3 kg/m2. It shall be fabricated by welding or binding at each crossing point and shall meet the requirements of ASTM A 185. 311.2.6.2 Installation of Wire Mesh After placement of slip bar placed at every 9.0 m maximum interval for weakened plane joint, wire mesh shall be placed at a depth of 5.0 cm to 7.5 cm below the surface of the slab or at 2/3 of thickness from the bottom of the pavement. It shall be supported by any approved support assemblies or spacers against displacement and shall be tied to it using tie wires. The sheets of the welded wire mesh shall be flat, and proper care shall be observed in handling and placing it to ensure its installation in the proper position.

311.2 .9

Curing Materials

Curing materials s specified ;

a) Burlap cloth b) Liquid membrane form ing compounds rials c) Sheeting (film) mate

311.2.7

Joint Fillers

Poured joint fillers shall be mixed asphalt and mineral or rubber filler conforming to the applicable requirements of Item 705, Joint Materials. Preformed joint filler shall conform to the applicable requirements of Item 705. It shall be punched to admit the dowels where called for in the Plans. The filler for each joint shall be furnished in a single piece for the full depth and width required for the joint. 311.2.8 Admixtures Air-entraining AASHTO M 154.

admixture shall conform to the requirements of

Chemical admixtures, if specified or permitted, shall conform to the requirements of AASHTO M 194. Fly Ash, if specified or permitted as a mineral admixture and not exceeding 20% partial replacement of Portland Cement in concrete mix shall conform to the requirements of ASTM C 618. Admixture/s maybe added to the concrete mix to produce some desired modifications to the properties of concrete if necessary, but not as partial replacement of cement. If specified, monofilament polypropylene synthetic fibrin fibers, which are used as admixture to prevent the formation of temperature/shrinkage cracks and increase impact resistance of concrete slabs shall be applied in the dosage rate recommended by its manufacturer.

136

- AASHTO M 182 - AASHTO M 148 - AASHTO M 171

Cotton mats and water-proof paper can be used. lcium Nitrate Calcium Chloride/Ca TO M 144, if specified or permitted by the It shall conform to AASH Engineer, as accelerator.

311.2.10

311.2.11 Welded wire mesh that have become bent or kinked shall be rejected.

hall conform to the following requirements as

Storage of Cement and

Aggregate

d, immediately upon delivery at the Site, in All cement shall be store weatherproof building which will protect the cement from dampness. The floor shall be raised from the ground. he buildings shall be placed T in locations approved by the Engineer. rovisions for storage shall be P ample, and the shipments of cement as received shall be separately stored in such a manner as to allow the earliest deliveries to be used first and to provide easy access for identification and inspection of each shipment. Storage buildings shall have capacity for storage of a (12) days sufficient quantity of cement to allow sampling at least twelve Bulk cement, if used, shall be before the cement is to be used. ir tight and weatherproof bins. Stored cement transferred to elevated a s at any time after storage when retest is shall meet the test requirement ordered by the Engineer. At the time of use, all cement shall be freeflowing and free of lumps. The handling and storing of concrete aggregates shall be such as to prevent segregation or the inclusion of foreign materials. he Engineer T may require that aggregates be stored on separate platforms at satisfactory locations. In order to secure greater uniformity of concrete mix, the Engineer may require that the coarse aggregate be separated into two or more sizes. Different sizes of aggregate shall be stored in separate bins or in separate stockpiles sufficiently removed from each other to prevent the material at the edges of the piles from becoming intermixed. 311.2.12 Proportioning, Consistenc

y and Strength of Concrete

sign mix based on the absolute The Contractor shall prepare the de (ACI) volume method as outlined in the American Concrete Institute Standard 211.1, "Recommended Practice for Selecting Proportions for Normal and Heavyweight Concrete". 137

3. It is the intent of this Specification to require at least 364 kg of cement per cubic meter of concrete to meet the minimum strength requirements. The Engineer shall determine from laboratory tests of the materials to be used, the cement content and the proportions of aggregate and water that will produce workable concrete having a slump of between 40 and 75 mm if not vibrated or between 10 and 40 mm if vibrated, and a flexural strength of not less than 3.8 MPa when tested by the third-point method or 4.5 MPa when tested by the mid-point method at fourteen (14) days in accordance with AASHTO T 97 and T 177, respectively; or a compressive strength of 24.1 MPa for cores taken at fourteen (14) days and tested in accordance with AASHTO T 24.

Experienced and qualified personnel shall perform all e batching or mixing operation for the concrete mix, and shall b present at the plant and job site to control the concrete productions whenever the plant is in operation. They shall be identified and duties defined as follows: a. Concrete Batcher. The person performing the batching or mixing operation shall be capable of accurately conduct ing aggregate surface moisture determination and establishing correct scale weights for concrete materials. He shall be capable of assuring that the proportioned batch weights of materials are in accordance with the mix design.

Slump shall be determined using AASHTO T 119.

b. Concrete Technician. The person responsible for concrete production control and sampling and testing for quality control shall be proficient in concrete technology, and shall have a sound knowledge of the Specifications as they relate to concrete production. He shall be capable of conducting tests on concrete and concrete materials in accordance with these Specifications. He shall be capable of adjusting concrete mix designs for improving workability and Specification compliance, and preparing trial m ix

The designer shall consider the use of lean concrete (econocrete) mixtures using local materials or specifically modified conventional concrete mixes in base course and in the lower course composite, monolithic concrete pavements using a minimum of 75 mm of conventional concrete as the surface course. The mix design shall be submitted to the Engineer for approval and shall be accompanied with certified test data from an approved laboratory demonstrating the adequacy of the mix design. A change in the source of materials during the progress of work may necessitate a new design mix.

311.3

Construction Requirements

311.3.1 1.

designs. He shall be qualified to act as the concrete batcher in the batcher's absence. 4.

Quality Control Testing nd The Contractor shall perform all sampling, testing a inspection necessary to assure quality control of the component materials and the concrete.

Quality Control of Concrete General

The Contractor shall be responsible for determining the gradation of fine and coarse aggregates and for testing the concrete mixture for slump, air content, water-cement ratio and temperature. He shall conduct his operations so as to produce a mix conforming to the approved mix design.

The Contractor shall be responsible for the quality control of all materials during the handling, blending, and mixing and placement operations. 2.

Qualification of Workmen

Quality Control Plan 5. The Contractor shall furnish the Engineer a Quality Control Plan detailing his production control procedures and the type and frequency of sampling and testing to insure that the concrete produced complies with the Specifications. The Engineer shall be provided free access to recent plant production records, and if requested, informational copies of mix design, materials certifications and sampling and testing reports.

Documentation The Contractor shall maintain adequate records of all inspections and tests. The records shall indicate the nature and number of observations made, the number and type of deficiencies found, the quantities approved and rejected, and nature of any corrective action taken. The Engineer may take independent assurance samples at random location for acceptance purposes as he deems necessary.

311.3.2

Equipment b.

Mixers at Site of Construction. Mixing shall be done in an approved mixer capable of combining the aggregates, cement and water into a thoroughly mixed and uniform mass within the specified mixing period and discharging and distributing the mixture without segregation on the prepared grade. The mixer shall be equipped with an approved timing device which will automatically lock the nd discharge lever when the drum has been charged a released it at the end of the mixing period. In case of failure of the timing device, the mixer may be used for the balance of the day while it is being repaired, provided that each batch is mixed 90 seconds. The mixer shall be equipped with a suitable nonresettable batch counter which shall correctly indicate the number of the batches mixed.

c.

Truck Mixer and Truck Agitators. Truck mixers used for mixing and hauling concrete, and truck agitators used for hauling central-mixed concrete, shall conform to the requirements of AASHTO M 157.

d.

Non-Agitator Truck. Bodies of non-agitating hauling equipment for concrete shall be smooth, mortar-tight metal containers and shall be capable of discharging the concrete at a satisfactory controlled rate without segregation.

Equipment and tools necessary for handling materials and performing all parts of the work shall be approved by the Engineer as to design, capacity and mechanical condition. The equipment shall be at the jobsite sufficiently ahead of the start of construction operations to be examined thoroughly and approved.

1.

Batching Plant and Equipment a.

General.

The batching shall include bins, weighing

hoppers, and scales for the fine aggregate and for each size of coarse aggregate. If cement is used in bulk, a bin, a hopper, and separate scale for cement shall be included. The weighing hopper shall be properly sealed and vented to preclude dusting operation. The batch plant shall be equipped with a suitable non-resettable batch counter which will correctly indicate the number of batches proportioned. b.

Bins and Hoppers.

Bins with adequate separate

compartments for fine aggregate and for each size of coarse aggregate shall be provided in the batching plant. c.

Scales.

Scales for weighing aggregates and cement

shall be of either the beam type or the springless-dial type. They shall be accurate within one-half percent (0.5%) throughout the range of use. Poises shall be designed to be locked in any position and to prevent unauthorized change. Scales shall be inspected and sealed as often as the Engineer may deem necessary to assure their continued accuracy. d.

3.

The concrete shall be placed with an approved paver designed to spread, consolidate, screed and float finish the freshly placed concrete in one complete pass of the machine in such a manner that a minimum of hand finishing will be necessary to provide a dense and homogeneous pavement in conformance with the Plans and Specifications.

Automatic Weighing Devices. Unless otherwise allowed on the Contract, batching plants shall be equipped with automatic weighing devices of an approved type to proportion aggregates and bulk cement.

2.

The finishing machine shall be equipped with at least two (2) oscillating type transverse screed. Vibrators shall operate at a frequency of 8,300 to 9,600 impulses per minute under load at a maximum spacing of 60 cm.

Mixers. a.

General. Concrete may be mixed at the site of construction or at a central plant, or wholly or in part in truck mixers. Each mixer shall have a manufacturer's plate attached in a prominent place showing the capacity of the drum in terms of volume of mixed concrete and the speed of rotation of the mixing drum or blades.

Paving and Finishing Equipment

4.

Concrete Saw The Contractor shall provide sawing equipment in adequate number of units and power to complete the sawing with a water-cooled diamond edge saw blade or an abrasive wheel to the required dimensions and at the required rate. He shall

provide at least one (1) stand-by saw in good working condition and with an ample supply of saw blades. 5.

2.

Forms shall be set sufficiently in advance of the point where concrete is being placed. After the forms have been set to correct grade, the grade shall be thoroughly tamped, mechanically or by hand, at both the inside and outside edges of the base of the forms. The forms shall not deviate from true line by more than one (1) cm at any point.

Forms Forms shall be of steel, of an approved section, and of depth equal to the thickness of the pavement at the edge. The base of the forms shall be of sufficient width to provide necessary stability in all directions. The flange braces must extend outward on the base to not less than 2/3 the height of the form.

3.

W hen any form has been disturbed or any grade has become unstable, the form shall be reset and rechecked.

Preparation of Grade 311.3.5

After the subgrade or base has been placed and compacted to the required density, the areas which will support the paving machine and the grade on which the pavement is to be constructed shall be trimmed to the proper elevation by means of a properly designed machine extending the prepared work areas compacted at least 60 cm beyond each edge of the proposed concrete pavement. If loss of density results from the trimming operations, it shall be restored by additional compaction before concrete is placed. If any traffic is allowed to use the prepared subgrade or base, the surface shall be checked and corrected immediately ahead of the placing concrete. The subgrade concrete is placed. 311.3.4

Grade and Alignment The alignment and grade elevations of the forms shall be checked and corrections made by the Contractor immediately before placing the concrete. Testing as to crown and elevation, prior to placing of concrete can be made by means of holding an approved template in a vertical position and moved backward and forward on the forms.

All forms shall be rigidly supported on bed of thoroughly compacted material during the entire operation of placing and finishing the concrete. Forms shall be provided with adequate devices for secure setting so that when in place, they will withstand, without visible spring or settlement, the impact and vibration of the consolidation and finishing or paving equipment. 311.3.3

Form Setting

or base shall be uniformly moist when the

Conditioning of Subgrade or Base Course

e or When side forms have been securely set to grade, the subgrad base course shall be brought to proper cross-section. High areas sha ll be trimmed to proper elevation. Low areas shall be filled and compacted to a condition similar to that of surrounding grade. The finished grade shall be maintained in a smooth and compacted condition until the pavement is placed. Unless waterproof subgrade or base course cover material is specified, the subgrade or base course shall be uniformly moist when the concrete is placed. If it subsequently becomes too dry, the subgrade or base course shall be sprinkled, but the method of sprinkling shall not be such as to form mud or pools of water.

Setting Forms

311.3.6

Base Support.

The batch plant site, layout, equipment and provisions for transporting material shall be such as to assure a continuous supply of material to the work. Stockpiles shall be built up in layers of not more than one (1) meter in thickness. Each layer shall be completely in place before 'beginning the next which shall not be allowed to "cone" down over the next lower layer. Aggregates from different sources and of different grading shall not be stockpiled together.

The foundation under the forms shall be hard and true to grade so that the form when set will be firmly in contact for its whole length and at the specified grade. Any roadbed, which at the form line is found below established grade, shall be filled with approved granular materials to grade in lifts of three (3) cm or less, and thoroughly rerolled or tamped. Imperfections or variations above grade shall be corrected by tamping or by cutting as necessary.

Handling, Measuring and Batching Materials

All washed aggregates and aggregates produced or handled by hydraulic methods, shall be stockpiled or binned for draining at least twelve (12) hours before being batched.

When mixing is done at the side of the work. aggregates shall be transported from the batching plant to the mixer in batch boxes, vehicle bodies, or other containers of adequate capacity and construction to properly carry the volume required. Partitions separating batches shall be adequate and effective to prevent spilling from one compartment to another while in transit or being dumped. When bulk cement is used, the Contractor shall use a suitable method of handling the cement from weighing hopper to transporting container or into the batch itself for transportation to the mixer, with chute, boot or other approved device, to prevent loss of cement, and to provide positive assurance of the actual presence in each batch of the entire cement content specified. Bulk cement shall be transported to the mixer in tight compartments carrying the full amount of cement required for the batch. However, if allowed in the Special Provisions, it may be transported between the fine and coarse aggregate. When cement is placed in contact with the aggregates, batches may be rejected unless mixed within 1-1/2 hours of such contact. Cement in original shipping packages may be transported on top of the aggregates, each batch containing the number of sacks required by the job mix. The mixer shall be charged without loss of cement. Batching shall be so conducted as to result in the weight to each material required within a tolerance of one (1) percent for the cement and two (2) percent for aggregates. Water may be measured either by volume or by weight. The accuracy of measuring the water shall be within a range of error of not more than one (1) percent. Unless the water is to be weighed, the water-measuring equipment shall include an auxiliary tank from which the measuring tank shall be equipped with an outside tap and valve to provide checking the setting, unless other means are provided for readily and accurately determining the amount of water in the tank. The volume of the auxiliary tank shall be at least equal to that of the measuring tank. 31t3.7 Mixing Concrete The concrete may be mixed at the site of the work in a central-mix plant, or in truck mixers. The mixer shall be of an approved type and capacity. Mixing time will be measured from the time all materials, except water, are in the drum. Ready-mixed concrete shall be mixed and delivered in accordance with requirements of AASHTO M 157, except that the minimum required revolutions at the mixing speed for transit-mixed concrete may be reduced to not less than that recommended by the mixer manufacturer. The number of revolutions recommended by the mixer manufacturer shall be indicated on the manufacturer's serial plate attached to the mixer. The Contractor shall furnish test data acceptable to the Engineer verifying that the make and model of the mixer will produce uniform concrete conforming to the

AASHTO M 157 at the reduced number of revolutions shown provision of erial plate. on the s When mixed at the site or in a central mixing plant, the mixing time shall not be less than fifty (50) seconds nor more than ninety (90) seconds for drum type mixers, nless mixer performance tests prove u adequate m ixing of the concrete in shorter time period. The operation and mixing time for pan, twinshaft and other type of central mixers shall be based on the mixer manufacturer's instructions. Four (4) seconds shall be added to the specified mixing time if timing starts at the instant the skip reaches its maximum raised positions. Mixing time ends when the discharge chute opens. Transfer time in multiple drum mixers is included in mixing time. The contents of an individual mixer drum shall be removed before a succeeding batch is emptied therein. The mixer shall be operated at the drum speed as shown on the manufacturer's name plate attached on the mixer. Any concrete mixed less than the specified time shall be discarded and disposed off by the Contractor at his expense. The volume of concrete mixed per batch shall not exceed the mixer's nominal capacity in cubic metre, as shown on the manufacturer's standard rating plate on the mixer, except that an overload up to ten (10) percent above the mixer's nominal capacity may be permitted provided concrete test data for strength, segregation, and uniform consistency are satisfactory, and provided no spillage of concrete takes place. The batches shall be so charged into the drum that a portion of the mixing water shall be entered in advance of the cement and aggregates. The flow of water shall be uniform and all water shall be in the drum by the end of the first fifteen (15) seconds of the mixing period. The throat of the drum shall be kept free of such accumulations as may restrict the free flow of materials into the drum. Mixed concrete from the central mixing plant shall be transported in truck mixers, truck agitators or non-agitating truck specified in Subsection 311.3.2, Equipment. The time elapsed from the time water is added to the mix until the concrete is deposited in place at the Site shall not exceed forty five (45) minutes when the concrete is hauled in nonagitating trucks, nor ninety (90) minutes when hauled in truck mixers or truck agitators, except that in hot weather or under other .conditions contributing to quick hardening of the concrete, the maximum allowable time may be reduced by the Engineer. In exceptional cases and when volumetric measurements are authorized for small project requiring less than 75 cu.m. of concrete per day of pouring, the weight proportions shall be converted to equivalent volumetric proportions. In such cases, suitable allowance shall be made

for variations in the moisture condition of the aggregates, including the bulking effect in the fine aggregate. Batching and mixing shall be in accordance with ASTM C 685, Section 6 through 9. Concrete mixing by chute is allowed provided that a weighing scales for determining the batch weight will be used. Retempering concrete by adding water or by other means shall not be permitted, except that when concrete is delivered in truck mixers, additional water may be added to the batch materials and additional mixing performed to increase the slump to meet the specified requirements, if permitted by the Engineer, provided all these operations are performed within forty-five (45) minutes after the initial mixing operation and the water-cement ratio is not exceeded. Concrete that is not within the specified slump limits at the time of placement shall not be used. Admixtures for increasing the workability or for accelerating the setting of the concrete will be permitted only when specifically approved by the Engineer. 311.3.8

Limitation of Mixing

No concrete shall be mixed, placed or finished when natural light is insufficient, unless an adequate and approved artificial lighting system is operated.

d to walk in the freshly mixed concrete with boots or shoes coated allowe with earth or foreign substances. When concrete is to be placed adjoining a previously constructed lane and mechanical equipment will be operated upon the existing lane, that previously constructed lane shall have attained the strength for fourteen (14 ) day concrete. If only finishing equipment is carried on the existing lane, paving in adjoining lanes may be permitted after three (3) days. Concrete shall be thoroughly consolidated against and along the faces of all forms and along the full length and on both sides of all joint assemblies by means of vibrators inserted in the concrete. Vibrators shall not be permitted to come in contact with a joint assembly, the grade, or a side form. In no case shall the vibrator be operated longer than fifteen (15) seconds in any one location. Concrete shall be deposited as near as possible to the expansion and contraction joints without disturbing them, but shall not be dumped from the discharge bucket or hopper into a joint assembly unless the hopper is well centered on the joint assembly. Should any concrete material fall on or be worked into the surface of a completed slab, it shall be removed immediately. 311.3.10

During hot weather, the Engineer shall require that steps be taken to prevent the temperature of mixed concrete from exceeding a maximum temperature of 32°C. Concrete not in place within ninety (90) minutes from the time the ingredients were charged into the mixing drum or that has developed initial set shall not be used. Retempering of concrete or mortar which has partially hardened, that is remixing with or without additional cement, aggregate, or water, shall not be permitted. In order that the concrete may be properly protected against the effects of rain before the concrete is sufficiently hardened, the Contractor will be required to have available at all times materials for the protection of the edges and surface of the unhardened concrete. 311.3.9

Placing Concrete

Concrete shall be deposited in such a manner to require minimal rehandling. Unless truck mixers or non-agitating hauling equipment are equipped with means to discharge concrete without segregation of the materials, the concrete shall be unloaded into an approved spreading device and mechanically spread on the grade in such a manner as to prevent segregation. Placing shall be continuous between transverse joints without the use of intermediate bulkheads. Necessary hand spreading shall be done with shovels, not rakes. Workmen shall not be

Test Specimens

As work progresses, at least one (1) set consisting of three (3) concrete beam test specimens, 150 mm x 150 mm x 525 mm shall be ction thereof taken from each 330 m2 of pavement, 230 mm depth, or fra placed each day. Test specimens shall be made under the supervision of the Engineer, and the Contractor shall provide all concrete and other facilities necessary in making the test specimens and shall protect them from damage by construction operations. Cylinder samples shall not be used as substitute for determining the adequacy of the strength of concrete. The beams shall be made, cured, and tested in accordance with AASHTO T 23 and T 97. 311.3.11

Strike-off of Concrete and Placement of Reinforcem

ent

form Following the placing of the concrete, it shall be struck off to con to the cross-section shown on the Plans and to an elevation such that when the concrete is properly consolidated and finished, the surface of the pavement will be at the elevation shown on the Plans. When reinforced concrete pavement is placed in two (2) layers, the bottom layer shall be struck off and consolidated to such length and depth that the sheet of fabric or bar mat may be laid full length on the concrete in its final position without further manipulation. The reinforcement shall then be placed directly upon the concrete, after which the top layer of the 147

concrete shall be placed, struck off and screeded. Any portion of the bottom layer of concrete which has been placed more then 30 minutes without being covered with the top layer shall be removed and replaced with freshly mixed concrete at the Contractor's expense. When reinforced concrete is placed in one layer, the reinforcement may be firmly positioned in advance of concrete placement or it may be placed at the depth shown on the Plans in plastic concrete, after spreading by mechanical or vibratory means. Reinforcing steel shall be free from dirt, oil, paint, grease, mill scale and loose or thick rust which could impair bond of the steel with the concrete. 311.3.12

the Plans. Suitable guide lines or devices shall be used to the true line. The assure cutting the longitudinal joint on longitudinal joint shall be sawed before the end of the curing period or shortly thereafter and before any equipment or vehicles are allowed on the pavement. The sawed area shall be thoroughly cleaned and, if required, the joint shall immediately be filled with sealer. Longitudinal pavement insert type joints shall be formed by placing a continuous strip of plastic materials which will not react adversely with the chemical constituent of the concrete. 2.

Joints

The expansion joint filler shall be continuous from form to form, shaped to subgrade and to the keyway along the form. Preformed joint filler shall be furnished in lengths equal to the pavement width or equal to the width of one lane. Damaged or repaired joint filler shall not be used.

Joints shall be constructed of the type and dimensions, and at the locations required by the Plans or Special Provisions. All joints shall be protected from the intrusion of injurious foreign material until sealed. 1.

Longitudinal Joint Deformed steel tie bars of specified length, size, spacing and materials shall be placed perpendicular to the longitudinal joints, they shall be placed by approved mechanical equipment or rigidly secured by chair or other approved supports to prevent displacement. Tie bars shall not be painted or coated with asphalt or other materials or enclosed in tubes or sleeves. When shown on the Plans and when adjacent lanes of pavement are constructed separately, steel side forms shall be used which will form a keyway along the construction joint. Tie bars, except those made of rail steel, may be bent at right angles against the form of the first lane constructed and straightened into final position before the concrete of the adjacent lane is placed. In lieu of bent tie bars, approved twopiece connectors may be used. Longitudinal formed joints shall consist of a groove or cleft, extending downward from and normal to the surface of the pavement. These joints shall be effected or formed by an approved mechanically or manually operated device to the dimensions and line indicated on the Plans while the concrete is in a plastic state. The groove or cleft shall be filled with either a premolded strip or poured material as required. The longitudinal joints shall be continuous. There shall be no gaps in either transverse or longitudinal joints at the intersection of the joints. Longitudinal sawed joints shall be cut by means of approved concrete saws to the depth, width and line shown on

Transverse Expansion Joint

The expansion joint filler shall be held in a vertical position. An approved installing bar, or other device, shall be used if required to secure preformed expansion joint filler at the proper grade and alignment during placing and finishing of the concrete. Finished joint shall not deviate more than 6 mm from a straight line. If joint fillers are assembled in sections, there shall be no offsets between adjacent units. No plugs of concrete shall be permitted anywhere within the expansion space. 3.

Transverse Contraction Joint/Weakened Joint When shown on the Plans, it shall consist of planes of weakness created by forming or cutting grooves in the surface of the pavement and shall include load transfer assemblies. The depth of the weakened plane joint should at all times not be less than 50 mm, while the width should not be more than 6 mm. a. Transverse Strip Contraction Joint. It shall be formed by installing a parting strip to be left in place as shown on the Plans. b.

Formed Groove. It shall be made by depressing an approved tool or device into the plastic concrete. The too or device shall remain in place at least until the concrete has attained its initial set and shall then be removed without disturbing the adjacent concrete, unless the device is designed to remain in the joint.

c.

Sawed Contraction Joint.

Sawing of the joint shall commence as soon as the concrete has hardened sufficiently to permit sawing without excessive ravelling, usually 4 to 24 hours. All joints shall be sawed before uncontrolled shrinkage cracking takes place. If necessary, the sawing operations shall be carried on during the day or night, regardless of weather conditions. The sawing of any joint shall be omitted if crack occurs at or near the joint location prior to the time of sawing. Sawing shall be discounted when a crack develops ahead of the saw. In general, all joints should be sawed in sequence. If extreme condition exist which make it impractical to prevent erratic cracking by early sawing, the contraction joint groove shall be formed prior to initial set of concrete as provided above. 4.

Transverse Construction Joint It shall be constructed when there is an interruption of more than 30 minutes in the concreting operations. No transverse joint shall be constructed within 1.50 m of an expansion joint, contraction joint, or plane of weakness. If sufficient concrete has been mixed at the time of interruption to form a slab of at least 1.5 m long, the excess concrete from the last preceding joint shall be removed and disposed off as directed.

5.

Load Transfer Device Dowel, when used, shall be held in position parallel to the surface and center line of the slab by a metal device that is left in the pavement. The portion of each dowel painted with one coat of lead or tar, in conformance with the requirements of Item 404, Reinforcing Steel, shall be thoroughly coated with approved bituminous materials, e.g., MC-70, or an approved lubricant, to prevent the concrete from binding to that portion of the dowel. The sleeves for dowels shall be metal designed to cover 50 mm plus or minus 5 mm, of the dowel, with a watertight closed end and with a suitable stop to hold the end of the sleeves at least 25 mm from the end of the dowel.

150

In lieu of using dowel assemblies at contraction joints, dowel may be placed in the full thickness of pavement by a mechanical device approved by the Engineer.

It shall be created by sawing

grooves in the surface of the pavement of the width not more than 6 mm, depth should at all times not be less than 50 mm, and at the spacing and lines shown on the Plans, with an approved concrete saw. After each joint is sawed, it shall be thoroughly cleaned including the adjacent concrete surface.

311.3.13 1.

Final Strike-off (Consolidation and Finishing) Sequence The sequence of operations shall be the strike-off and consolidation, floating, removal of laitance, straight-edging and final surface finish. Work bridges or other devices necessary to provide access to the pavement surface for the purpose of finishing, straight-edging, and make corrections as hereinafter specified, shall be provided by the Contractor. In general, the addition of water to the surface of the concrete to assist in finishing operations will not be permitted. If the application of water to the surface is permitted, it shall be applied as fog spray by means of an approved spray equipment.

2.

Finishing Joints The concrete adjacent to joints shall be compacted or firmly placed without voids or segregation against the joint material assembly, also under and around all load transfer devices, joint assembly units, and other features designed to extend into the pavement. Concrete adjacent to joints shall be mechanically vibrated as required in Subsection 311.3.9, Placing Concrete. After the concrete has been placed and vibrated adjacent to the joints as required in Subsection 311.3.9, the finishing machine shall be brought forward, operating in a manner to avoid damage or misalignment of joints. If uninterrupted operation of the finishing machine, to over and beyond the joints causes segregation of concrete, damage to, or misalignment of the joints, the finishing machine shall be stopped when the front screed is approximately 20 cm from the joint. Segregated concrete shall be removed from in front of and off the joint. The front screed shall be lifted and set directly on top of the joint and the forward motion of the finishing machine resumed. When the second screed is close enough to permit the excess mortar in front of it to flow over the joint, it shall be lifted and carried over the joint. Thereafter, the finishing machine may be run over the joint without lifting the screeds, provided there is no segregated concrete immediately between the joint and the screed or on top of the joint.

151

3.

Machine Finishing a.

The screed for the surface shall be at least 60 cm longer than the maximum width of the slab to be struck off. It shall be of approved design, sufficiently rigid to retain its shape, and constructed either of metal or other suitable material shod with metal.

Non-vibratory Method. The concrete shall be distributed or spread as soon as placed. As soon as the concrete has been placed, it shall be struck off and screeded by an approved finishing machine. The machine shall go over each area of pavement as many times and at such intervals as necessary to give the proper compaction and leave a surface of uniform texture. Excessive operation over a given area shall be avoided. The tops of the forms shall be kept clean by an effective device attached to the machine and the travel of the machine on the forms shall be maintained true without wobbling or other variation tending to affect the precision finish.

Consolidation shall be attained vibrator or other approved equipment.

In operation, the screed shall be moved forward on the forms with a combined longitudinal and transverse shearing motion, moving always in the direction in which the work is progressing and so manipulated that neither end is raised from the side forms during the striking off process. If necessary, this shall be repeated until the surface is of uniform texture, true to grade and cross-section, and free from porous areas.

During the first pass of the finishing machine, a uniform ridge of concrete shall be maintained ahead of the front screed in its entire length. 5. b.

4.

Vibratory Method. When vibration is specified, vibrators for full width vibration of concrete paving slabs, shall meet the requirements in Subsection 311.3.2, Equipment. If uniform and satisfactory density of the concrete is not obtained by the vibratory method at joints, along forms, at structures, and throughout the pavement, the Contractor will be required to furnish equipment and method which will produce pavement conforming to the Specifications. All provisions in item (a) above not in conflict with the provisions for the vibratory method shall govern.

Floating After the concrete has been struck off and consolidated, it shall be further smoothed, trued, and consolidated by means of a longitudinal float, either by hand or mechanical method. a.

Hand Method. The hand-operated longitudinal float shall be not less than 365 cm in length and 15 cm in width, properly stiffened to prevent flexibility and warping. The longitudinal float, operated from foot bridges resting on the side forms and spanning but not touching the concrete, shall be worked with a sawing motion while held in a floating position parallel to the road center line, and moving gradually from one side of the pavement to the other. Movement ahead along the center line of the pavement shall be in successive advances of not more than one-half the length of the float. Any excess water or soupy material shall be wasted over the side forms on each pass.

b.

Mechanical Method. The mechanical longitudinal float shall be of a design approved by the Engineer, and shall be in good working condition. The tracks from which the float operates shall be accurately adjusted to the required crown. The float shall be accurately adjusted and coordinated with the adjustment of the transverse finishing machine so that a small amount of mortar is carried ahead of the float at all times. The forward screed shall be adjusted so that the float will lap the distance specified by the Engineer on each transverse trip. The float shall pass over each areas of pavement at least two times, but excessive operation over a given area will not

Hand Finishing Hand finishing following conditions: a.

b.

methods may only be used

under the

In the event of breakdown of the mechanical equipment, hand methods may be used to finish the concrete already deposited on the grade. In narrow widths or areas of irregular dimensions where operations of the mechanical equipment is impractical, hand methods may be used.

Concrete, as soon as placed, shall be struck off and screeded. An approved portable screed shall be used. A second screed shall be provided for striking off the bottom layer of concrete if reinforcement is used.

by the use of suitable

be permitted. Any excess water or soupy material shall be wasted over the side forms on each pass. c.

6.

Alternative Mechanical Method. As an alternative, the Contractor may use a machine composed of a cutting and smoothing float or floats suspended from and guided by a rigid frame. The frame shall be carried by four or more visible wheels riding on, and constantly in contact with the side forms. If necessary, following one of the preceding method of floating, long handled floats having blades not less than 150 cm in length and 15 cm in width may be used to smooth and fill in open-textured areas in the pavement. Long-handled floats shall not be used to float the entire surface of the pavement in lieu of, or supplementing, one of the preceding methods of floating. When strike off and consolidation are done by the hand method and the crown of the pavement will not permit the use of the longitudinal float, the surface shall be floated transversely by means of the long-handled float. Care shall be taken not to work the crown out of the pavement during the operation. After floating, any excess water and laitance shall be removed from the surface of the pavement by a 3-m straight-edge or more in length. Successive drags shall be lapped one-half the length of the blade.

Straight-edge Testing and Surface Correction After the floating has been completed and the excess water removed, but while the concrete is still plastic, the surface of the concrete shall be tested for trueness with a 300 cm long straight-edge. For this purpose, the Contractor shall furnish and use an accurate 300-cm straight-edge swung from handles 100 cm longer than one-half the width of the slab. The straight-edge shall be held in contact with the surface in successive positions parallel to the road center line and the whole area gone over from one side of the slab to the other as necessary. Advances along the road shall be in successive stages of not more than one-half the length of the straight-edge. Any depressions found shall be immediately filled with freshly mixed concrete, struck off, consolidated and refinished. High areas shall be cut down and refinished. Special attention shall be given to assure that the surface across joints meets the requirements for smoothness. Straight-edge testing and surface corrections shall continue until the entire surface is found to be free from observable departures from the straight-edge and the slab conforms to the required grade and cross-section.

7.

Final Finish If the surface texture is broom finished, it shall be applied when the water sheen has practically disappeared. The broom shall be drawn from the center to the edge of the pavement with adjacent strokes slightly overlapping. The brooming operation should be so executed that the corrugations produced in the surface shall be uniform in appearance and not more than 1.5 mm in depth. Brooming shall be completed before the concrete is in such condition that the surface will be unduly roughened by the operation. The surface thus finished shall be free from rough and porous areas, irregularities, and depressions resulting from improper handling of the broom. Brooms shall be of the quality, size and construction and be operated so as to produce a surface finish meeting the approval of the Engineer. Subject to satisfactory results being obtained and approval of the Engineer, the Contractor will be permitted to substitute mechanical brooming in lieu of the manual brooming herein described. If the surface texture is belt finished, when straight-edging is completed and water sheen has practically disappeared and just before the concrete becomes non-plastic, the surface shall be belted with 2-ply canvass belt not less than 20 cm wide and at least 100 cm longer than the pavement width. Hand belts shall have suitable handles to permit controlled, uniform manipulation. The belt shall be operated with short strokes transverse to the center line and with a rapid advances parallel to the center line. If the surface texture is drag finished, a drag shall be used which consists of a seamless strip of damp burlap or cotton fabric, which shall produce a uniform gritty texture after dragging it longitudinally along the full width of pavement. For pavement 5 m or more in width, the drag shall be mounted on a bridge which travels on the forms. The dimensions of the drag shall be such that a strip of burlap or fabric at least 100 cm wide is in contact with the full width of pavement surface while the drag is used. The drag shall consist of not less than 2 layers of burlap with the bottom layer approximately 15 cm wider than the layer. The drag shall be maintained in such condition that the resultant surface is of uniform ,appearance and reasonably free from grooves over 1.5 mm in depth. Drag shall be maintained clean and free from encrusted mortar. Drags that cannot be cleaned shall be discarded and new drags be substituted. Regardless of the method used for final finish, the hardened surface of pavement shall have a coefficient of

friction of 0.25 or have a coefficient or scored by the required coefficient 8.

more. Completed pavement that is found to of friction less than 0.25 shall be grounded Contractor at his expense to provide the of friction.

Edging at Forms and Joints After the final finish, but before the concrete has taken its initial set, the edges of the pavement along each side of each slab, and on each side of transverse expansion joints, formed joints, transverse construction joints, and emergency construction joints, shall be worked with an approved tool and rounded to the radius required by the Plans. A well — defined and continuous radius shall be produced and a smooth, dense mortar finish obtained. The surface of the slab shall not be unduly disturbed by tilting the tool during the use.

ribed herein. Failure to provide sufficient cover material of whatever desc kind the Contractor may elect to use, or the lack of water to adequately take care of both curing and other requirements, shall be a cause for immediate suspension of concret ing operations. The concrete shall not be left exposed for more than 1/2 hour between stages of curing or during the curing period. In all congested places, concrete works should be designed so that the designed strength is attained. 1.

The surface of the pavement shall be entirely covered with mats. The mats used shall be of such length (or width) that as laid they will extend at least twice the thickness of the pavement beyond the edges of the slab. The mat shall be placed so that the entire surface and the edges of the slab are completely covered. Prior to being placed, the mats shall be saturated thoroughly with water. The mat shall be so placed and weighted down so as to cause them to remain in intimate contact with the covered surface. The mat shall be maintained fully wetted and in position for 72 hours after the concrete has been placed unless otherwise specified.

At all joints, any tool marks appearing on the slab adjacent to the joints shall be eliminated by brooming the surface. In doing this, the rounding of the corner of the slab shall not be disturbed. All concrete on top of the joint filler shall be completely removed. All joints shall be tested with a straight-edge before the concrete has set and correction made if one edge of the joint is higher than the other. 311.3.14

2.

As soon as the concrete has hardened sufficiently, the pavement surface shall be tested with a 3-m straight-edge or other specified device. Areas showing high spots of more than 3 mm but not exceeding 12 mm in 3 m shall be marked and immediately ground down with an approved grinding tool to an elevation where the area or spot will not show surface deviations in excess of 3 mm when tested with 3 m straight-edge. Where the departure from correct cross-section exceeds 12 mm, the pavement shall be removed and replaced by and at the expense of the Contractor.

311.3.15

Curing

Immediately after the finishing operations have been completed and the concrete has sufficiently set, the entire surface of the newly placed concrete shall be cured in accordance with either one of the methods 156

Waterproof Paper The top surface and sides of the pavement shall be entirely covered with waterproof paper, the units shall be lapped at least 45 cm. The paper shall be so placed and weighted down so as to cause it to remain in intimate contact with the surface covered. The paper shall have such dimension but each unit as laid will extend beyond the edges of the slab at least twice the thickness of the pavement, or at pavement width and 60 cm strips of paper for the edges. If laid longitudinally, paper not manufactured in sizes which will provide this width shall be securely sewed or cemented together, the joints being securely sealed in such a manner that they do not open up or separate during the curing period. Unless otherwise specified, the covering shall be maintained in place for 72 hours after the concrete has been placed. The surface of the pavement shall be thoroughly wetted prior to the placing of the paper.

Surface Test

Any area or section so removed shall be not less than 1.5 m in length and not less than the full width of the lane involved. When it is necessary to remove and replace a section of pavement, any remaining portion of the slab adjacent to the joints that is less than 1.5 m in length, shall also be removed and replaced.

Cotton of Burlap Mats

3.

Straw Curing When this type of curing is used, the pavement shall be cured initially with burlap or cotton mats, until after final set of the concrete or, in any case, for 12 hours after placing the concrete. As soon as the mats are removed, the surface and sides of the pavement shall be thoroughly wetted and covered 157

with at least 20 cm of straw or hay, thickness of which is to be measured after wetting. If the straw or hay covering becomes displaced during the curing period, it shall be replaced to the original depth and saturated. It shall be kept thoroughly saturated with water for 72 hours and thoroughly wetted down during the morning of the fourth day, and the cover shall remain in place until the concrete has attained the required strength. 4.

Impervious Membrane Method The entire surface of the pavement shall be sprayed uniformly with white pigmented curing compound immediately after the finishing of the surface and before the set of the concrete has taken place, or if the pavement is cured initially with jute or cotton mats, it may be applied upon removal of the mass. The curing compound shall not be applied during rain. Curing compound shall be applied under pressure at the rate 4 L to not more than 14 m2 by mechanical sprayers. The spraying equipment shall be equipped with a wind guard. At the time of use, the compound shall be in a thoroughly mixed condition with the pigment uniformly dispersed throughout the vehicle. During application, the compound shall be stirred continuously by effective mechanical means. Hand spraying of odd widths or shapes and concrete surface exposed by the removal of forms will be permitted. Curing compound shall not be applied to the inside faces of joints to be sealed, but approved means shall be used to insure proper curing at least 72 hours and to prevent the intrusion of foreign material into the joint before sealing has been completed. The curing compound shall be of such character that the film will harden within 30 minutes after application. Should the film be damaged from any cause within the 72 hour curing period, the damaged portions shall be repaired immediately with additional compound.

5.

White Polyethylene Sheet The top surface and sides of the pavement shall be entirely covered with polyethylene sheeting. The units used shall be lapped at least 45 cm. The sheeting shall be so placed and weighted down so as to cause it to remain intimate contact with the surface covered. The sheeting as prepared for use shall have such dimension that each unit as laid will extend beyond the edges of the slab at least twice the thickness of the pavement. Unless otherwise specified, the covering shall be maintained in place for 72 hours after the concrete has been placed.

311.3.16

Removal of Forms

in place undisturbed for not less Forms for concrete shall remain In the removal of than twenty four (24) hours after concrete pouring. forms, crowbars should be used in pulling out nails and pins. Care should be taken so as not to break the edges of the pavement. n case I portions of the concrete are spalled, they shall be immediately repaired with fresh mortar mixed in the proportion of one part of Portland Cement and two parts fine aggregates. Major honeycomb areas will be considered as defective work, and shall be removed and replaced at the expense of the Contractor. ny area or section so removed shall not be A less than the distance between weakened plane joint nor less than the full width of the lane involved. 311.3.17 Sealing Joints Joints shall be sealed with asphalt sealant soon after completion of ncluding the curing period and before the pavement is opened to traffic, i the Contractor's equipment. Just prior to sealing, each joint shall be thoroughly cleaned of all foreign materials including membrane curing compound and the joint faces shall be clean and surface dry when the seal is applied. The sealing material shall be applied to each joint opening to conform to the details shown on the Plans or as directed by the Engineer. Material for seal applied hot shall be stirred during heating so that localized overheating does not occur. The pouring shall be done in such a manner that the material will not be spilled on the exposed surfaces of the concrete. The use of sand or similar material as a cover for the seal will not be permitted. Preformed elastomeric gaskets for sealing joints shall be of the cross-sectional dimensions shown on the Plans. Seals shall be installed by suitable tools, without elongation and secured in placed with an approved lubricant adhesive which shall cover both sides of the concrete joints. The seals shall be installed in a compressive condition and shall at time of placement be below the level of the pavement surface by approximately 6 mm. The seals shall be in one piece for the full width of each transverse joint. 311.3.18

Protection of Pavement

The Contractor shall protect the pavement and its appurtenances against both public traffic, and traffic caused by his own employees and agents. This shall include watchmen to direct traffic, and the erection of and maintenance of warning signs, lights, pavement bridges or crossovers, etc. The Plans or Special Provisions will indicate the location and

159

type of device or facility required to protect the work and provide adequately for traffic.

pavement, exclusive of edge rounding, in excess of 6 mm shall be corrected before the concrete has hardened.

All boreholes after thickness and/or strength determinations of newly constructed asphalt and concrete pavements shall be immediately filled/restored with the prescribed concrete/asphalt mix after completion of the drilling works.

The concrete shall be held at a uniform consistency, having a slump of not more than 40 mm. The slip form paver shall be operated with as nearly as possible a continuous forward movement and that all operations of mixing, delivering and spreading concrete shall be coordinated so as to provide uniform progress with stopping and starting of the paver held to a minimum. If, for any reason, it is necessary to stop the forward movement of the paver the vibratory and tamping elements shall also be stopped immediately. No tractive force shall be applied to the machine, except that which is controlled from the machine.

Any damage to the pavement, occurring prior to final acceptance, shall be repaired or the pavement be replaced. 311.3.19

Concrete Pavement — Slip Form Method

If the Contract calls for the construction of pavement without the use of fixed forms, the following provisions shall apply: 1.

Grade After the grade or base has been placed and compacted to the required density, the areas which will support the paving machine shall be cut to the proper elevation by means of a properly designed machine. The grade on which the pavement is to be constructed shall then be brought to the proper profile by means of properly designed machine. If the density of the base is disturbed by the grading operation, it shall be corrected by additional compaction before concrete is placed. The grade should be constructed sufficiently in advance of the placing of the concrete. If any traffic is allowed to use the prepared grade, the grade shall be checked and corrected immediately before the placing of concrete.

2.

3.

The surface smoothness and texture shall requirements of Subsections 311.3.13 and 311.3.14. 4.

meet the

Curing n Unless otherwise specified, curing shall be done i accordance with one of the methods included in Subsection 311.3.15. The curing media shall be applied at the appropriate time and shall be applied uniformly and completely to all surfaces and edges of the pavement.

5.

Joints All joints shall be Subsection 311.3.12.

Placing Concrete The concrete shall be placed with an approved slip-form paver designed to spread, consolidate, screed and float-finish the freshly placed concrete in one complete pass of the machine in such a manner that a minimum of hand finish will be necessary to provide a dense and homogenous pavement in conformance with the Plans and Specifications.The machine shall vibrate the concrete for the full width and depth of the strip of pavement being placed. Such vibration shall be accompanied with vibrating tubes or arms working in the concrete or with a vibrating screed or pan operating on the surface of the concrete. The sliding forms shall be rigidly held together laterally to prevent spreading of the forms. The forms shall trail behind the paver for such a distance that no appreciable slumping of the concrete will occur, and that necessary final finishing can be accomplished while the concrete is still within the forms. Any edge slump of the

Finishing

6.

constructed

in accordance with

Protection Against Rain In order that the concrete may be properly protected against rain before the concrete is sufficiently hardened, the Contractor will be required to have available at all times, materials for the protection of the edges and surface of the unhardened concrete. Such protective materials shall consist of standard metal forms or wood planks having a nominal thickness of not less than 50 mm and a nominal width of not less than the thickness of the pavement at its edge for the protection of the pavement edges, and covering material such as burlap or cotton mats, curing paper or plastic sheeting materials for the protection of the surface of the pavement. When rain appears imminent, all paving operations shall stop and all available personnel shall begin placing forms against the sides of the pavement and covering the surface of the unhardened concrete with the protective covering.

c until 14 days after the concrete was placed. Before opening to to traffi traffic, the pavement shall be cleaned and joint sealing completed.

311.3.20 Acceptance of Concrete The strength level of the concrete will be considered satisfactory if the averages of all sets of three (3) consecutive strength test results equal or exceed the specified strength, fc' and no individual strength test result is deficient by more than 15% of the specified strength, fc'. A set shall consist of a minimum of three (3) concrete beam specimens.

311.3.22 1.

The completed pavement shall be accepted on a lot basis. A lot shall be considered as 1000 linear meters of pavement when a single traffic lane is poured or 500 linear meters when two lanes are poured concurrently. The last unit in each slab constitutes a lot in itself when its length is at least 1/2 of the normal lot length. If the length of the last unit is shorter than 1/2 of the normal lot length, it shall be included in the previous lot.

Concrete in the area represented by the cores will be considered adequate if the average strength of the cores is equal to at least 85% of, and if no single core is less than 75% of, the specified strength, fc'.

Other areas such as intersections, entrances, crossovers, ramp, etc., will be grouped together to form a lot. Small irregular areas may be included with other unit areas to form a lot.

If the strength of control specimens does not meet the requirements of this Subsection, and it is not feasible or not advisable to obtain cores from the structure due to structural considerations, payment of the concrete will be made at an adjusted price due to strength deficiency of concrete specimens as specified hereunder:

Each lot will be divided into five (5) equal segments and one core will be obtained from each segment in accordance with AASHTO T 24. 2.

Less than 5 5 to less than 10 10 to less than 15 15 to less than 20 20 to less than 25 25 or more 311.3.21

Percent (%) of Contract Price Allowed

100 80 70 60 50 0

Opening to Traffic

The Engineer will decide when the pavement may be opened to traffic. The road will not be opened to traffic until test specimens molded and cured in accordance with AASHTO T 23 have attained the minimum strength requirements in Subsection 311.2.12. If such tests are not conducted prior to the specified age, the pavement shall not be operated

General The thickness of the pavement will be determined by measurement of cores from the completed pavement in accordance with AASHTO T 148.

Concrete deemed to be not acceptable using the above criteria may be rejected unless the Contractor can provide evidence, by means of core tests, that the quality of concrete represented by failed test results is acceptable in place. At least three (3) representative cores shall be taken from each member or area of concrete in place that is considered deficient. The location of cores shall be determined by the Engineer so that there will be at least impairment of strength of the structure. The obtaining and testing of drilled cores shall be in accordance with AASHTO T 24.

Deficiency in Strength of Concrete Specimens, Percent (%)

Tolerance in Pavement Thickness

Pavement Thickness It is the intent of this Specification that the pavement has a uniform thickness as called for on the Plans for the average of each lot as defined. After the pavement has met all surface smoothness requirements, cores for thickness measurements will be taken. In calculating the average thickness of the pavement, individual measurements which are in excess of the specified thickness by more than 5 mm will be considered as the specified thickness plus 5 mm and measurement which are less than the specified thickness by more than 25 mm shall not be included in the average. When the average thickness for the lot is deficient, the contract unit price will be adjusted for thickness in accordance with paragraph (3 below). Individual areas within a segment found deficient in thickness by more than 25 mm shall be evaluated by the Engineer, and if in his judgment, the deficient areas warrant

removal, they shall be removed and replaced by the Contractor with pavement of the specified thickness at his entire expense. However, if the evaluation of the Engineer is that the deficient area should not be removed and replaced, such area will not be paid. W hen the measurement of any core is less than the specified thickness by more than 25 mm, the actual thickness of the pavement in this area will be determined by taking additional cores at no less than 5 m intervals parallel to the center line in each direction from the affected location until a core is found in each direction, which is not deficient in thickness by more than 25 mm. The area of slab for which no payment will be made shall be the product of the paving width multiplied by the distance along the center line of the road between transverse sections found not deficient in thickness by more than 25 mm. The thickness of the remainder of the segment to be used to get the average thickness of each lot shall be determined by taking the average thickness of additional cores which are not deficient by more than 25 mm.

pavement with or without rebar or wire mesh reinforcement. The width for measurements will be the w idth from outside edge to outside edge of ted pavement as placed in accordance with the Plans or as comple The length will be otherwise required by the Engineer in writing. measured horizontally along the center line of each roadway or ramp. Any curb and gutter placed shall not be included in the area of concrete pavement measured 311.5

Basis of Payment

311.4, The accepted quantity, measured as prescribed in Section ract unit price for Portland Cement Concrete shall be paid for at the cont Pavement and Portland Cement Concrete Pavement ( Reinforced with Wire Mesh) which price and payment shall be full compensation for preparation of roadbed and finishing of shoulders, unless otherwise provided by the Special Provisions, furnishing all materials, for mixing , placing, finishing and curing all concrete, for furnishing and placing all joint materials, for sawing weakened plane joints, for fitting he t prefabricated center metal joint, for facilitating and controlling traffic, and for furnishing all labor, equipment, tools and incidentals necessary to complete the Item. Payment will be made under:

3.

Adjustment for Thickness When the average thickness of the pavement per lot is deficient, payment for the lot shall be adjusted as follows: Deficiency in the Average Thickness per lot (mm) 0—5 6 — 10 11 — 15 16 — 20 21 — 25 More than 25

Percent (%) of Contract Price Per Lot 100% payment 95% payment 85% payment 70% payment 50% payment Remove and replace/ No payment

+ No acceptance and final payment shall be made on completed pavement unless core test for thickness determination is conducted, except for Barangay Roads where the implementing office is allowed to waive such test. 311.4

Pay Item Number

Description

Unit of Measurement

311 (1)

PCC Pavement (Unreinforced)

Square meter

311 (2) 311 (3)

PCC Pavement (Reinforced) PCC Pavement (Reinforced with Wire Mesh) PCC Pavement with Coralline Materials as Coarse Aggregates (Unreinforced) PCC Pavement with Coralline Materials as Coarse Aggregates (Reinforced) PCC Pavement with Dolomites as Aggregates (Unreinforced) PCC Pavement with Dolomites as Aggregates (Reinforced)

Square meter Square meter

311 (4)

311 (5)

311 (6)

311 (7)

Method of Measurement

The area to be paid for under this Item shall be the number of square meters (m2) of concrete placed and accepted in the completed 165

Square meter

Square meter

Square meter

Square meter

The aggregate shall be above limits.

ITEM 313 - ROCK ASPHALT, HOT LAID 313.1 Description This item shall consist of constructing bituminous surface course composed of one or more application of natural rock asphalt, laid on the prepared base in accordance with this specifications and in conformity with the lines, grades, and typical cross section shown on the plans. 313.2 Materials Requirements The materials used shall be natural rock asphalt from an approved source with practically unlimited deposits. The source shall show satisfactory behavior and is sufficient for a continuous operation for surfacing of roads. The materials produced each eight hour working day shall be supported with laboratory test data and the sources shall be approved by the authorized engineer. No flux or other admixture shall be used but the rock asphalt furnished shall be maintained within the specification limits given hereinafter by blending of materials from different parts of the quarry and by proper control of the crushing and screening operations. 313.2.1 Quality of Rock Asphalt Mixture The rock asphalt as furnished shall contain between 8 to 13 percent of bitumen when tested in accordance with AASHTO T 164, with less than five percent moisture content when rolled.

Prior to delivery of the rock asphalt, the contractor concerned shall submit to the authorized engineer an analysis of the material which he proposes to furnish. After the Job-mix formula is established, all mixtures furnished for the project shall conform hereto within the following ranges of tolerances: Passing 2.00 mm sieve Passing 0.425 mm sieve Passing 0.075 mm sieve Bitumen Content Temperature of Mixture

The aggregate shall meet the following requirements for grading when tested in accordance with AASHTO T 30:

Before Extraction 100%

After Extraction

60-80%

75-95%

20-50%

50-65%

100%

40-55%

The Engineer shall be allowed free access to the rock asphalt quarry for the purpose of obtaining and testing whatever samples are necessary to insure compliance with these Specifications. The rock asphalt producer shall maintain a testing laboratory at the quarry which shall be staffed, equipped, and supplied for making extraction and grading tests. The Engineer shall be allowed free access to this laboratory, and in addition, shall be supplied with adequate space for mak ing any tests which are necessary to insure compliance with the Specifications. Should a change in source of material be proposed or should a jobmix formula prove unsatisfactory, a new job-mix formula shall be submitted by the Contractor in writing and be approved by the Eng ineer prior to production.

Equipment installed and methods of operation employed at the quarry shall be such as to insure the necessary uniformity of quality and rate of production. Material failing to produce satisfactory results in the work, even when from approved sources of supply and meeting the requirements of these Specifications shall be rejected and shall not be used for further work on the specific project under way nor for any new work until the producer satisfies the Engineer that the material will produce satisfactory results. Storage and handling of the rock asphalt shall be in such a manner as to avoid segregation or contamination with foreign materials or mixing with water.

10-20%

166

± 10% ± 8% ± 5% ± 5% ± 10°C

Approval of a new job-mix formula shall require complete laboratory testing before it is recommended for use in construction.

313.2.2 Composition of Rock Asphalt

Passing 19.0 mm square sieve Passing 9.50 mm square sieve Passing 2.00 mm square sieve Passing 0.425 mm square sieve Passing 0.075 mm square sieve

well graded from coarse to fine within the

167

313.3 Construction Requirements 313.3.1 Weather Limitations Rock asphalt shall be placed only when the weather is not foggy or rainy and when the surface on which the mixture is to be placed is dry. 313.3.2

Transportation of Rock Asphalt

Transportation of rock asphalt shall be in barges, ships, railway cars, or motor vehicles in good condition, previously cleaned of all foreign matter and provided with covers, if necessary, to protect the rock asphalt from rain or contamination. 313. 3.3 Equipment Equipment for cleaning the foundation on which the bituminous surface is to be placed shall consist of power brooms or stiff fibre push brooms, or hand, or power driven blowers. Compressor with flat nozzle can also be used to clean the foundation. Spreading equipment shall consist of motor graders, mechanical paver, or hand spreading tools (shovels, forks, rakes, etc., or a selfcontained bituminous paver, power-propelled units, provided with an adequate activated screed or strike off assembly, heated if necessary, and capable of spreading and finishing courses of bituminous plant mix material in lane widths applicable to the specified typical section and thickness shown on the plans.

usly constructed asphalt surface, until the surface is free of of a previo mud or other covering. the point or points farthest from the Placing shall commence at delivery po ints for the rock asphalt and shall progress continuously towards such delivery point unless otherwise ordered by the Engineer. Hauling over material already placed will not be permitted until the material has been compacted thoroughly in the manner specified hereinafter. 313.3.5 Prep

aration of Bituminous Materials and Aggregates

accordance, whenever applicable, with The preparation shall be in Subsections 307.3.4 and 307.3.5, respectively. Mixing of aggregates and bituminous materials shall be in accordance with Subsection 307.3.6. 313.3.6 Spreadi

ng, Laying, Compacting and Finishing

mly spread on the prepared foundation Rock asphalt shall be unifor in an amount which will result in the required depth after compaction. Spreading and compaction shall be in one or more layers depending on the maximum size of the aggregate. The rock asphalt shall be deposited in piles along the road in an amount sufficient to make the required depths after compaction and in id contamination with earth or other foreign such a manner as to avo materials. The rock asphalt shall be d

istributed by shovels or by satisfactory

Rollers for compacting the surface shall be of the self-powered tandem or 3-wheeled type rollers weighing not less than 8 tons, and pneumatic-tired rollers loaded so as to give a minimum compression of 28 kilograms per centimeter of tire tread width.

rm layer. If the equipment is available and mechanical means in a unifo competent operators are provided, the rock asphalt may be spread by means of a mechanical self-powered paver or by self-propelled, rubbertired motor graders.

313.3.4 Preparation of Base

313.3.7 Rolling

A Prime Coat or Tack Coat shall be applied prior to spreading the rock asphalt. Such work shall be as provided and paid for under Item 301, Bituminous Prime Coat, and 302, Bituminous Tack Coat. If shown on the plans and provided for in the bid schedule, a leveling course of gravel, crushed rock or crushed gravel shall be applied prior to application of any rock asphalt. Such work shall be as provided for under Item 201, Aggregate Base Course. Immediately prior to placing the rock asphalt, the base shall be cleaned of all earth, loose, or foreign material. The existing surface shall be swept until the embedded larger aggregate is exposed or in the case

168

sphalt shall be rolled by wobbly or After spreading, the rock a pneumatic-tired rollers for initial compaction to prevent creeping of the pavement, followed by tandem or three-wheeled steel rollers of at least 8 tons weight. Rolling shall start at the sides of the pavement and proceed longitudinally toward the center of the avement, overlapping on p successive trips by at least one-half the width of the rear wheels in the case of steel rollers and at least two wheels for wobbly rollers. At least ten passes by the wobbly roller followed by two passes of 'the threewheeled steel roller are required for the necessary initial compaction considered sufficient to produce a surface wh ich will prevent water from entering into the bituminous layer. Alternate trips of the roller shall be slightly different in length. On super elevated curves, rolling shall begin at the low sides and progress towards the high sides. urther rolling F shall be continued until the minimum compaction shall not be less than 169

97% of the density of the laboratory compacted specimen and all roller marks are eliminated. The motion of the roller shall be at all times slow enough to avoid displacement of the rock asphalt. If any displacement occurs, it shall be corrected at once by the use of rakes and fresh rock asphalt where required. The roller shall not be allowed to stand on pavement which has not fully compacted. To prevent adhesion of the rock asphalt material to the roller, the wheels shall be kept thoroughly moistened with water, but an excess of water will not be permitted.

PART F — BRIDGE CONSTRUCTION ITEM 400.1

400 — PILING Description

400.1.1 Scope This Item shall consist of piling, furnished, driven or placed, cut and ccordance with this Specification and in reasonably close spliced in a conformity with the Plans.

313.3.8 Hand Tamping Along curbs, headers, and similar structures and at all places not accessible to the roller, or in such position as will not allow thorough compaction with the roller, the rock asphalt shall be thoroughly compacted with lightly oiled hand tamper, weighing not less than 11 kilograms and having a tamping surface area of not more than 322 square centimeters. 313.3.9 Opening to Traffic The pavement shall not be opened to traffic after compaction unless the pavement is sealed in accordance with Item 303, Bituminous Seal Coat and as called for in the bid schedule. 313.4 Method of Measurement The area to be paid for shall be the number of square meter of rock asphalt placed and accepted in the completed pavement. The producer's certified invoices may be accepted for the quantity furnished in each shipment provided such quantities are checked by measurement of water displacement of the shipping vessel or by volume measurement converted to weights by means of unit weight determinations.

The Contractor shall furnish the piles in accordance with an itemized list, which will be provided by the Engineer, showing the number and lengths of all piles . When cast-in-place concrete piles are specified on the Plans, the Eng ineer will not furnish the Contractor an itemized list showing the number and length of piles. When test piles and load tests are required in conformance with Sub-section 400.1.2 and 400.1.3, respectively, the data obtained from driving test piles and making test loads will be used in conjunction with other available subsoil information to determine the number and lengths of piles to be furnished. The Engineer will not prepare the itemized list of pi les for any portion of the foundation area until all specified loading tests in the Contract representative of the portion have been completed. In determining lengths of piles for ordering and to be included for payment, the lengths given in the order list will be based on the lengths which are assumed to remain in the completed structure. The Contractor, shall, without added compensation, increase the lengths to provide for the fresh heading and for such additional length as maybe necessary to suit the Contractor's method of operation. 400.1.2 Test Piles

313.5 Basis of Payment The square meter determined as provided above shall be paid for at the contract unit price for Rock Asphalt which price and payment shall be full compensation for the preparation of all materials, for furnishing, hauling, and placing all materials, and for all labor, equipment, tools and incidentals necessary to complete the item.

Pay Item Number 313

Description

Rock Asphalt

Unit of Measurement

For his own information, the Contractor may drive at the location of the regular piles indicated on the Plans such test piles as he may consider necessary in addition to the test piles specified in the Contract and shall be considered as regular piles. When called for in the B ill of Quantities, a pile if required to be subjected to load test shall conform to the provision as provided in Subsection 400.1.3, Load Tests. The Contractor shall furnish and drive test piles of the dimensions and at the locations designated by the Engineer. They shall be of the material shown in the Bill of Quantities and shall be driven to refusal or to such tip elevation or approximate bearing value as the Engineer may 'request. Test piles shall be driven with the same hammer that is used for driving foundation piles.

Square meter When the Engineer requests a load test to determine a bearing value, the first load test pile shall be driven to the specified bearing value as determined by the applicable formula in Subsection 400.1.4 for

170

171

Timber Pile Bearing Value by Formula. Subsequent test piles to be load-tested shall be driven to the specified bearing value as determined by the applicable formula modified by the results of prior test loads and foundation data. The ground at each test pile shall be excavated to the elevation of the bottom of the footing before the pile is driven. 400.1.3

Load Tests

Load tests for piles shall be either Static or Pile Testing by LowStrain Dynamic Method, High-Strain Dynamic Method and Cross-Hole Sonic Logging.

curve obtained from these data shows that When a load-settlement the p ile has failed; i.e., the load can be held only by the constant pumping and the pile or shaft is being driven into the ground, pumping shall cease. Gross settlement readings, loads and other data shall be recorded immediately after pumping has ceased and again after an interval of two and one-half minutes for a total period of five (5) minutes. All loads shall then be removed and the member allowed to recover. Gross settlement readings shall be made immediately after all loads have been removed and at each interval of two and one-half minutes for a total period of five (5) minutes. All load tests shall be carried to failure or to the capacity of the

When load tests are specified, the number and location of piles to be tested will be designated by the Engineer. Load tests shall be done by methods approved by the Engineer. The Contractor shall submit to the Engineer for approval detailed plans of the loading apparatus he intends to use. The apparatus shall be so constructed as to allow the various increments of the load to be placed gradually without causing vibration to the test piles. If the approved method requires the use of tension (anchor) piles, such tension piles shall be of the same type and diameter as the permanent piles and shall be driven in the location of permanent piles when feasible. Piling not a part of the structure shall be removed or cut off at least 300mm below the bottom of the footing or finished elevation of the ground upon completion of the test load. Permanent piling used as anchor piling which is raised during the test load shall be redriven to original grade and bearing. 400.1.3.1 Static Testing Suitable approved apparatus for determining accurately the load on pile and the settlement of the pile under increment of load shall be supplied by the Contractor.

equipment, unless otherwise noted on the Plans. After the completion of loading tests, the load used shall be removed and the piles includ ing tension piles, shall be utilized in the structure if found by the Engineer to be satisfactory for such use. Test piles not loaded shall be utilized similarly. f any pile, after serving its I purpose as a test or tension pile, is found unsatisfactory for utilization in the structure, it shall be removed if so ordered by the Engineer or shall be cut off below the ground line of footings, whichever is applicable. When diesel or other types of hammers requiring ca libration are to be used, the Contractor shall make load tests even though no load tests are called for in the Bill of Quantities, except that load tests will not be required when the hammer is to be used only for driving piles to refusal, rock or a fixed tip elevation or the hammer is of a type and model that has been previously calibrated for similar type, size and length of pile, and foundation material. Calibration data must have been obtained from sources acceptable to the Engineer. 400.1.3.2 Pile Testing

Test loading shall consist of the application of incremental static loads to a pile and measuring the resultant settlement. The loads shall be applied by a hydraulic jack acting against suitable anchorage, transmitting the load directly to the pile, or other methods designated by the Plans or approved by the Engineer.

mic Method, HighPile testing shall be done by Low-Strain Dyna Strain Dynamic Method or Cross-Hole Sonic Logging Method as required in the Plans or as directed by the Engineer.

The load shall be applied in increments of 5 or 10 tonnes as directed by the Engineer. Gross settlement readings, loads and other data shall be recorded by the Engineer immediately before and after the applications of each load increment.

nform to Pile integrity testing by Low-Strain Dynamic Method shall co ASTM D 5882. It is a so-called Low Strain Method, since it requires the impact of only a small hand-held hammer, and also referred to as a Non-Destructive Method.

Each load increment shall be held for an interval of two and onehalf minutes. Each succeeding increment shall be as directed by the Engineer or as shown on the Plans and shall be applied immediately after the two and one-half minute interval readings have been made.

400.1.3.2.1 Low-Strain Dynamic Method

400.1.3.2.2 High-Strain Dynamic Testing rm Pile Integrity testing by High-Strain Dynamic Method shall confo to ASTM D 4945. High-Strain Dynamic Method shall be applied to confirm the design parameters and capacities assumed for the piles as well as to confirm the normal integrity of testing of the piles. It is

172 173

considered supplemental to the low-strain and sonic-type integrity testing of the cast-in-place piles. It is a non-destructive relatively quick test and it is intended that the test shaft be left in a condition suitable for use in production. The shaft used for the test will be instrumented and tested by the testing specialist, as approved by the Engineer, meeting requirements in accordance to ASTM D 4945.

For diesel or steam ham

1000 P= 6

By sending ultrasonic pulses through concrete from one probe to another (probes located in parallel tubes), the Cross-hole Sonic Logging (CSL) procedure inspects the drilled shaft structural integrity, and extent and location of defects, if any. At the receiver probe, pulse arrival time and signal the concrete affects strength. For equidistant tubes, uniform concrete yields consistent arrival times with reasonable pulse wave speed and signal strengths. Non — uniformities such as contamination, soft concrete, honeycombing, voids, or intrusions of foreign objects exhibit delayed arrival time with reduced signal strength.

1000

WH

6

S+25.4

For single-action steam or air hammers, and for diesel hammers having unrestricted rebound of ram, 1000

WH

P= 6

W

=

Wp

=

Safe load per pile in Newton or kg Weight of the striking part of the hammer in Newton or kg Height of fall of ram in metres Average penetration per blow in mm for the last 5 to 10 blows for gravity hammers and the last 10 to 20 blows for steam hammers Hammer energy, N.m or kg.m Weight of pile

The above formula are applicable only when:

400.1.4 Timber Pile Bearing Value by Formula

For gravity hammer, P =

S+2.54 (Wp/W)

Where:

400.1.3.2.3 Cross-Hole Sonic Logging of Bored Holes

When load tests are called for in the Bill of Quantities and when diesel or other hammers to be calibrated are used, the minimum number of hammer blows per unit of pile penetration needed to obtain the specified bearing value of piles shall be determined by load tests, as provided in Subsections 400.1.2 and 400.1.3. In the absence of load tests, the safe bearing value of each timber pile shall be determined by whichever of the following approximate formulas is applicable:

mers on very heavy piles,

1. 2. 3. 4. 5.

The hammer has a free fall. The head of the pile is free from broomed or crushed wood fiber or other serious impairment. The penetration is reasonably quick and uniform. There is no measurable bounce after the blow. A follower is not used.

If there is a measurable bounce, twice the height of bounce shall be deducted from H to determine its value in the formula. The bearing power as determined by the appropriate formula listed in this Subsection, will be considered effective only when it is less than the crushing strength of the pile. Other recognized formulas may be used if fully detailed in the Specia l Provisions. When bearing power is determined by a formula, timber piles shall be driven until a computed safe bearing power of each is not less than 18 tonnes.

S+2.54 400.1.5

For double-action steam or air hammers, and diesel hammers having enclosed ram,

Concrete and Steel Pile Bearing Values

The bearing values for concrete and steel pile will be Engineer using the following formulas:

determined by the

1000 P= 6

S+2.54

a. Modified Hiley's Formula or any formula from brochures of the equipment used, shall be used when the ratio of weight of ram or hammer to weight of pile is greater than one fourth (1/4).

ration of all piles shall be six (6) meters. Required minimum penet ever, for exposed piles, the embedded length shall be equal or How greater than the exposed length but not less than 6.0m.

2WH (W) Ru = (S+K) (W+Wp)

Note: Formula for other pile hammers with suggested factor of safety should be as provided/recommended by their respective manufacturer.

Ru Ra = FS

Values of Cl for Hiley Formula

Where: Ru Ra W Wp

FS

= = =

ultimate capacity of piles (KN) capacity of pile (KN)—shall be greater than the required weight of ram or hammer (KN) height of fall of ram (mm)

= weight of pile (KN) average penetration for the last ten blows (mm) 10 mm (unless otherwise observed/computed during driving) = factor of safety (min. = 3)

b. Hiley's Formula shall be used when the ratio of the weight of ram or hammer to weight of pile is less than one fourth (1/4). efWH (W)

(W + n2 Wp)

Ru S+1/2 (C1+C2+C3)

(W WP)

Ru Ra = FS where: Ru Ra of W Wp

C1 C2 C3

A Ep FS

= = = = =

ultimate capacity of pile (KN) capacity of pile (KN) efficiency of hammer (refer to table) weight of ram (KN) weight of pile (KN) height of fall of ram (mm) average penetration for last ten blows (mm) = temporary compression allowance for pile head and cap (refer to table) = RuL/AEp = range from 2.54mm to 5.08mm for resilient soil to 0 for hard pan (rock, very dense sand and gravel) length of pile length of pile = cross-sectional area of pile = modulus of elasticity of pile coefficient of restitution (refer to table) = factor of safety (min. = 3)

Temporary Compression Allowance C1 for Pile Head and Cap

Materials to which blow is applied

Head of timber pile 76-100mm packing inside cap on head of precast concrete piles

Easy Driving:

Medium

Hard

Very Hard

P1 = 3.45 MPa

Driving: P1 = 6.90 MPa on Head or Cap. mm

Driving: P1 = 10.34 MPa on Head or Cap. mm

Driving: P1 = 13.88 MPa on Head or Cap. mm

2.54

3.81

5.08

on Pile Butt If no cushion, mm

1.27

27 + 1.778b

2.54 + 3.81 b 3.81 + 5.588b

5.08 + 7.62b

Concrete Pile

0.635

1.27

1.905

2.54

Steel-covered cap. containing wood packing but steel piling at pipe

1.016

2.032

3.048

4.064

4.76mm red electrical tuber disk between two 10mm steel plates, for use with severe driving on Monotube pile

0.508

1.016

1.524

2.032

0

0

0

0

Head of steel piling of pipe

b The first figure represent the compression of the cap and wood dolly or packing above the cap, whereas the second figure represent the compression of the wood packing between the cap and the pile head.

ower of concrete and steel piles is In all cases when the bearing p determ ined by formula, the piles shall be driven until the safe bearing power of each is computed to be not less than 27 tonnes. 400.1.6

P1 = Ru/A

Safe Loads

pile is found by test or W hen the safe bearing power of any computation to be less than the design load, longer piles or additional piles shall be driven as ordered in writing by the Engineer.

Values of Efficiency of Hammer, ef

Hammer Type

ef 400.1.7

Drop Hammer released by trigger Drop Hammer actuated by rope and friction winch McKiernan-Terry Single-acting hammers Warrington-Vulcan Single —acting hammers Differential-acting hammers McKiernan-Terry, Industrial B. Ownhoist, National and Union double-acting hammers Diesel Hammers

1.00 0.75 0.85 0.75 0.75 0.85 1.00

Jetted Piles

actual The safe bearing power of jetted piles shall be determined by tests or by the appropriate methods and formulas given in the preceding Subsections. No jet shall be used during the test blows. 400.2

Material Requirements

Plans and The kind and type of piles shall be as specified on the Bill of Quantities. No alternative type or kind of piling shall be used.

Values of Coefficient of Restitution, n Pile Type

Reinforced Concrete

Head Condition

Drop, Single

Double

Acting or Diesel Hammer

Acting Hammers

Helmet with composite plastic or green heart dolly on top of pile

0.40

0.50

Helmet with Timber dolly, and packing on top of pile

0.25

0.40

Hammer direct on pile with pad only Steel

Timber

-

0.50

Driving cap with Standard plastic or greenheart dolly

0.50

0.50

Driving cap with Timber dolly

0.30

0.30

Hammer direct on pile Hammer direct on pile

0.25

0.50 0.40

The formulas specified in the preceding Subsection for timber piling may be used in determining a rough approximation for the bearing power of precast and cast-in-place concrete piles and of steel piles. 178

400.2.1

Untreated Timber Piles

eated and Timber shall conform to the requirements of Item 713, Tr Untreated Timber. The specie shall be specified on the Plans. Unless otherwise noted on the Plans or Special Provisions, only the best grade shall be used. It shall be free from loose knots, splits, wormholes, decay, warp, ring separation or any defect which will impair its strength or render it unfit for its intended use. Any specie specified on the Plans may be used for untreated timber and if the specie is not avai lable, a specie of equivalent strength and durability may be used if authorized by the Engineer. Round piles shall be cut above the ground swell and shall taper from butt to tip. A line drawn from the center of the tip to the center of the butt shall not fall outside of the cross-section of the pile at any point more than one percent of the length of the pile. In short bends, the distance from the center of the pile to a line stretched from the center of the pile above the bend to the center of the pile below the bend shall not exceed four percent of the length of the bend or a maximum of 65mm. Unless otherwise specified, all piles shall be peeled removing all rough bark and at least 80 percent of the inner bark. Not less than 80 percent of the surface on any circumference shall be clean wood. No strip of inner bark remaining on the pile shall be more than 20 mm wide and 200 mm long. All knots shall be trimmed close to the body of the pile.

179

The pile sizes shall conform to the dimensions shown in Table 400.1. Table 400.1 — Dimension of Piles

Diameter (1 meter from the Butt)

Minimum Tip Diameter, mm

Length of Pile

Less than 12 meters 12 to 18 meters More than 18 meters

Minimum mm 300 320 350

Maximum mm 450 450 500

200 180 150

The diameter of the piles shall be measured in their peeled condition. When the pile is not exactly round, the average of three measurements may be used. For any structure, the butt diameters for the same lengths of pile shall be as uniform as possible. Square piles shall have the dimensions shown on the Plans. 400.2.2

Treated Timber Piles

Timber shall conform to the requirements of Item 713, Treated and Untreated Timber. Treatment shall consist of the forcing of either creosote oil or creosote petroleum oil mixture into the outer fibers of the timber by a heat and pressure process. The process shall be in accordance with ASTM D-1760 Standard Specification for Pressure Treatment of Timber Products, but with such changes as temperatures, pressures, duration of treatment and other factors affecting the final treatment that experience has shown to be necessary in the treatment of structural timbers sawn from woods native to the Philippines. The treatment shall be so regulated that the curing process will not induce excessive checking. The minimum penetration of the preservative into the surface of the timber shall be 20 mm. All piles shall retain the minimum amount of preservative specified in Table 400.2. Table 400.2 — Minimum Preservative Per Cubic Metre of Wood

der that temperatures, pressures, quantities and type of treatment in or materials used may be observed. Samples of the creosote or creosote petroleum m ixtures shall be furnished as required for test. tration of treatment, The timber shall be checked to determine pene quantity of free preservative remaining on the timber and any visual evidence that the treatment has been performed in a satisfactory manner. The penetration of treatment shall be determined by boring a sufficient number of well-distributed holes to determine the average penetration. All such holes shall be plugged with plugs approximately 2 mm larger in diameter than the bit used in boring the holes. If the penetration of preservative is less than the required amount, the entire charge, or such parts thereof shall be retreated. If after treatment the penetration is still insufficient, the treated pieces shall be rejected. 400.2.3

m 405, Structural Concrete shall conform to the requirements of Ite Concrete. Concrete shall be Class "C" unless otherwise specified in the Plans. Concrete shall be proportioned to achieve a range of 6" to 8" (150 mm to 200 mm) slump, self-compacting mix, or as directed by the Engineer. The use of appropriate plasticizer/additives to assure mix fluidity and consistency shall be allowed and with the Engineer's approval. A retardant of proven adequacy and approved by the Eng ineer may be used to ensure that early hardening of concrete during operation will not occur. 404, Reinforcing steel shall conform to the requirements of Item Reinforcing Steel. Prestressing reinforcing steel shall be high-tensile steel wire conforming to AASHTO M 204 or other high-tensile metals conforming to AASHTO Standards. 400.2.4 1.

Use General Use Marine Use

Type of Processing Empty Cell Process 195 kg

Full Cell Process 320 kg

The Engineer shall inspect the timber prior to the treatment to determine conformance with the Specifications and suitability of conditions for treatment. He shall be permitted free access to the plant

Concrete Piles

Steel Shells Shells Driven Without a Mandrel

Unless otherwise called for on the Plans or Special Provisions, shells for cast-in-place concrete piles shall have a minimum 305 mm diameter at cut off and a minimum 203 mm diameter at tip: made from SHTO not less than 4.55 mm in thickness plate stock conforming to AA M 183. Shells may either be spirally welded or longitudinally welded and may either be tapered or constant in section. Tips shall be sea led as shown on the Plans.

2.

Shells Driven With a Mandrel 400.3

The shell shall be of sufficient strength and thickness to withstand driving without injury and to resist harmful distortion and/or buckling due to soil pressure after driven and the mandrel removed. Butt and tip dimension shall be as called for on the Plans or Special Provisions. 400.2.5

Steel Pipes

Filled Steel Pipes (filled with concrete) shall conform to the requirements of ASTM A 252, Grade 2, Welded and Seamless Pipe Piles. Closure Plates for closed piles shall conform to the requirements of AASHTO M 183. Unfilled Tubular Steel Piles shall conform to the requirements of ASTM A 252, Grade 2, with chemical requirements meeting ASTM Designation A 53, Grade B. The wall thickness shall not be less than 4.76 mm. 400.2.6

Steel H-Piles

400.3.

1

L

ocation and Site Preparation

Piles shall be driven where indicated on the Plans or as directed by eer. the Engin All excavations for the foundation on which the piles are to be driven sha ll be completed before the pile driving, unless otherwise specified or approved by the Engineer. After driving is completed, all loose and displaced materials shall be removed from around the piles by hand excavation , leaving clean solid surface to receive the concrete of the foundation. ny requirement for granular fill and lean concrete A shall be indicated on the Plans or as directed by the Engineer. 400.3.2 Determination of Pile Len

gth

Pile length and bearing capacity shall be determined by the Engineer from the results of the test piling and load tests.

Steel H-Piles shall be rolled steel sections of the weight and shape called for on the Plans. They shall be structural steel meeting the requirements of AASHTO M 183 provided that, where the Special Provisions called for copper-bearing structural steel, the steel shall not contain less than one-fifth percent nor more than zero point thirty five percent (0.35%) of copper, except that steel manufactured by the acidbessemer process shall not be used. 400.2.7

Construction Requirements

The criterion for pile length may be one of the following: 1.

2.

Sheet Piles

3.

Piles in sand and gravel shall be driven to a bearing power determined by the use of the pile driving formula or as decided by the Engineer. Piles in clay shall be driven to the depth ordered by the Engineer. However, the bearing power shall be controlled by the pile driving formula if called for by the Engineer. Piles shall be driven to refusal on rock or hard layer when so ordered by the Engineer.

Steel sheet piles shall meet the requirements of AASHTO M 202 (ASTM A 328), or AASHTO M 223. All other sheet piles shall meet the requirements prescribed above the particular material specified. The joints shall be practically water-tight when the piles are in place.

The Contractor shall be responsible for obtaining the correct pile length and bearing capacity according to the criteria given by the Engineer.

400.2.8

400.3.3

Pile Shoes

Pile shoes shall be as called for on the Plans. 400.2.9

Splices

Material for pile splices, when splicing is allowed, shall be of the same quality as the material used for the pile itself and shall follow the requirements given on the Plans. 400.2.10 Paint

Pile Driving

All piles shall be driven as shown on the Plans or as ordered in writing by the Engineer. They shall be driven within an allowed variation of 20 mm per meter of pile length from the vertical or batter as shown on the Plans. The maximum allowable variation at the butt end of the pile shall be 75mm in any direction from the location shown on ,the Plans or as directed by the Engineer. Each pile shall, after driving, be within 150mnn from the theoretical location underneath the pile cap or underneath the superstructure in case of pile bents. All piles pushed up by the driving of adjacent piles or any other cause shall be redriven.

It shall conform to Item 709, Paints.

Piles shall be used only in places where the minimum penetration of

3 m in firm materials, or 5 m in soft materials can be obtained.

Whereas soft upper stratum overlies a hard stratum, the piles shall penetrate the hard materials at sufficient depths to fix the ends rigidly. All pile driving equipment is subject to the Engineer's approval. The Contractor is responsible for sufficient weight and efficiency of the hammers to drive the piles down to the required depth and bearing capacity. Hammers shall be gravity hammers, single and double acting steam or pneumatic hammers or diesel hammers. Gravity hammers shall not weigh less than 60 percent of the combined weight of the pile and driving head but not less than 2,000 kg. The fall shall be regulated so as to avoid injury to the pile and shall in no case exceed 4.50 m for timber and steel piles and 2.50 m for concrete piles unless otherwise specified or approved by the Engineer. The plant and equipment furnished for steam hammers shall have sufficient capacity to maintain, under working condition, the pressure at the hammer specified by the manufacturer. The boiler or pressure tank shall be equipped with an accurate pressure gauge and another gauge shall be supplied at the hammer intake to determine the drop in pressure between the gauges. When diesel hammers or any other types requiring calibration are used, they shall be calibrated with test piling and/or test loads in accordance with Subsection 400.1.2, Test Piles. Water jets shall be used only when permitted in writing by the Engineer. When water jets are used, the number of jets and the nozzle volume and pressure shall be sufficient to erode freely the material adjacent to the pile. The plant shall have sufficient capacity to deliver at all time a pressure equivalent to at least 690 KPa at two 19 mm jet nozzles. The jets shall be shut off before the required penetration is reached and the piles shall be driven solely by hammers to final penetration as required by the Engineer.

The pile tops shal l be protected by driving heads, caps or cushions ordance with the recommendation of the manufacturer of the pile hammer and to the satisfaction of the Engineer. The driving head shall be prov ided to maintain the axis of the pile with the axis of the hammer and provide a driving surface normal to the pile.

in acc

Full length piles shall be used where practicable. Splicing of piles when perm itted, shall be in accordance with the prov isions of Subsection 400.3.7 and 400.3.8. All piles shall be continuously driven unless otherwise allowed by the Engineer. Piles shall not reached/attained

be

driven

unless

required

strength

is

400.3.4 Timber Piles ne about 450 mm Piles shall be strapped with three metal straps: o from the butt, one about 600 mm from the butt, and the third, about 300 mm from the tip. Additional straps shall be provided at about 4.5m on centers between tip and butt. Strapping should encircle the pile once and be tensioned as tightly as possible. Straps shall be 38 mm wide, 0.8 mm thick, cold rolled, fully heat treated, high tens ile strapping, painted and waxed. Treated piles shall be strapped after treatment. Point protection shall be considered for all timber piles. here W timber piles must penetrate dump fill, or may encounter obstructions or be driven to hard strata, point protection shall be used. A boot that encompasses and utilizes the entire end area of the pile is preferred. 400.3.5 Timber Pile Bents

Piles shall be supported in line and position with leads while being driven. Pile driving leads shall be constructed in such a manner as to afford freedom of movement of the hammer, and shall be held in position by guys or steel braces to insure rigid lateral support to the pile during driving. The leads shall be of sufficient length to make the use of a follower unnecessary and shall be so designed as to permit proper placing of batter piles. The driving of the piles with followers shall be avoided if practicable and shall be done only under written permission from the Engineer.

Piles for any one bent shall be carefully selected as to size, to avoid undue bending or distortion of the sway bracing. Care shall be exercised in the distribution of piles of various sizes to obtain uniform strength and rigidity in the bents of any given structure.

The method used in driving piles shall not subject them to excessive and undue abuse producing crushing and spalling of the concrete, injurious splitting, splintering and brooming of the wood or deformation of the steel. Manipulation of piles to force them into proper position if considered by the Engineer too excessive will not be permitted.

Precast concrete piles shall be of the design shown on the Plans. Prestressed concrete piles shall be prestressed as prescribed in Item 406, Prestressed Concrete Structures. The piles shall be cast separately and concrete in each pile shall be place continuously. The completed piles shall be free from stone pockets, honeycombs, or other defects, and shall be straight and true to the form specified. The forms shall be true to line and built of metal, plywood or dressed lumber. A 25

Cut offs shall be made accurately to insure full being between caps and piles of bents. 400.3.6

Precast Concrete Piles

mm chamfer strip shall be used in all corners. Form shall be water-tight and shall not be removed until at least twenty-four (24) hours after the concrete is placed. Piles shall be cured and finished in accordance with Items Structural Concrete and 406, Prestressed Concrete Structures.

405,

Cylinder specimens shall be made and tested in accordance with Item 405. Piles shall not be moved until the tests indicate that the concrete has attained a compressive strength of at least 80 percent (80%) of the design 28-day compressive strength and they shall not be transported or driven until the design 28-day compressive strength has been attained. If testing equipment is not available, as in isolated areas, piles shall not be moved until after fourteen (14) days after casting and shall not be transported or driven prior to 28 days after casting. If high early strength cement is used, piles shall not be moved, transported or driven prior to 7 days after casting. When concrete piles are lifted or moved, they shall be supported at the points shown on the Plans; if not shown, they shall be supported at the quarter points. 400.3.7 Cast-in-place Concrete Piles 1.

Drilled Holes

All holes for concrete piles cast in drilled holes shall be drilled dry to tip elevation shown on the Plans. All holes will be examined for straightness and any hole which on visual inspection from the top shows less than one-half the diameter of the hole at the bottom of the hole will be rejected. Suitable casings shall be furnished and placed when required to prevent caving of the hole before concrete is placed. All loose material existing at the bottom of the hole after drilling operations have been completed shall be removed before placing concrete. The use of water for drilling operations or for any other purpose where it may enter the hole will not be permitted. All necessary action shall be taken to prevent surface water from entering the hole and all water which may have infiltrated into the hole shall be removed before placing concrete. Concrete shall be placed by means of suitable tubes. Prior to the initial concrete set, the top 3m of the concrete filled pile or the depth of any reinforcing cage, whichever is greater, shall be consolidated by acceptable vibratory equipment.

in drilling operations, may be left in Casing, if used place or d from the hole as concrete is placed. The bottom of the casing remove shall be maintained not more than 1.5 m nor less than 0.3 m below the top of the concrete during withdrawal and placing operations unless otherwise permitted by the Engineer. Separation of the concrete during withdrawal operations shall be avoided by vibrating the casing. 2.

Steel Shells and Pipes

The inside of shells and pipes shall be cleaned and all loose materials removed before concrete is placed. he concrete shall be T placed in one continuous operation from tip to cut-off elevation and shall be carried on in such a manner as to avoid segregation. The top 3 m of concrete filled shells, or to the depth of any reinforcing cage, whichever is greater, shall be consolidated by acceptable vibratory equipment. Pipes shall be of the diameter shown on the Plans. The pipe wall thickness shall not be less than that shown on the Plans but in no case less than 5 mm. The pipe, including end closures, shall be of sufficient strength to be driven by the specified methods without distortion. Closure plates and connecting welds shall not project more than 12.5 mm beyond the perimeter of the pile tips. No shell or pipe shall be filled with concrete until all adjacent shells, pipes, or piles within a radius of 1.5 m or 4 1/2 times the average pile diameter, whichever is greater, have been driven to the required resistance. After a shell or pipe has been filled with concrete, no shell, pipe or pile shall be driven within 6 m thereof until at least 7 days have elapsed. 3.

Drilled Shafts

Drilled shafts are deep foundations formed by boring a cylindrical hole into soil and/or rock and filling the hole with concrete. Drilled shafts are also commonly referred to as caissons, bored piles or drilled piers. Drilled shafts, like driven piles, transfer structural loads to bearing stratum well below the base of the structure by passing soils having insufficient strength to carry the design loads. Drilled shafts are classified according to their primary mechanism for deriving load resistance either as floating shafts (i.e., shafts transferring load primarily by side resistance), or end-bearing shafts (i.e., shafts transferring load primarily by tip resistance). Occasionally, the bases of shafts are enlarged (i.e., belled or underreamed) to

improve the load capacity of end bearing shafts on less than desirable soils, or to increase the uplift resistance of floating shafts. Effects of ground and ground water conditions on shaft construction operations should be considered and delineated, when necessary, the general method of construction to be followed to ensure the expected performance. Because shafts derive their capacity from side and tip resistance which are a function of the condition of the materials in direct contact with the shaft, it is important that the construction procedures be consistent with the material conditions assumed in the design. Softening, loosening or other changes in soil and rock conditions caused by the construction method could result in a reduction in shaft capacity and an increase in shaft displacement. Therefore, evaluation of the effects of shaft construction procedure on load capacity must be considered an inherent aspect of the design. Drilled shafts are normally sized in 15.24 cm diameter increments with a minimum diameter of 45.72 cm. The diameter of a shaft socketed into rock should be a minimum of 15.24 cm larger than the socket diameter. If a shaft must be inspected by the entry of a person, the shaft diameter shall not be less than 76.20cm. Drilled shafts constructed in dry, noncaving soils can usually be excavated without lateral support of the hole. Other ground conditions where caving, squeezing or sloughing soils are present require installation of a steel casing or use of a slurry for support of the hole. Such conditions and techniques may result in loosening of soil around the shaft, or altering of frictional resistance between the concrete shaft and surrounding soil. The center-to-center spacing between shafts is normally restricted to a minimum of 3B to minimize the effects of interaction between adjacent shafts during construction or in service. However, larger spacings may be required where drilling operations are difficult or where construction must be completed in very short time frames. Particular attention should be given to the potential for deposition of loose or wet material in the bottom of the hole, or the buildup of a cake of soft material around the shaft perimeter prior to concrete placement. Adequate cleaning and inspection of rock sockets should always be performed to assure good contact between the rock and shaft concrete. If good contact along the shaft cannot be confirmed, it may be necessary to assume that all load is transferred to the tip. If the deposition of soft or loose material in the bottom of the hole is expected, the shaft may have to be designed to carry the entire design load through side resistance. A number of methods can be used to prevent caving during the drilling of holes and the placement of concrete. It is preferred that drilled shafts be constructed in stable non-sloughing soil without

excess ive ground water. If impossible, consider the following three construction methods: different a. The construction of the pile or shaft in a wet condition while the walls of the excavation are stabilized by hydrostatic pressure of water or l the concrete is placed by tremie methods for the a mineral slurry unti ile. full length of the p Mineral slurry used in the drilling process shall have both a mineral grain size that will remain in suspension and sufficient viscosity and gel characteristics to transport excavated material to a suitable screening system. The percentage and specific gravity of the material used to make the suspension shall be sufficient to maintain the stability of the excavation and to allow proper concrete placement. The level of the slurry shall be maintained at a height sufficient to prevent caving of the hole. The mineral slurry shall be premixed thoroughly with clean fresh water and adequate time allotted for hydration prior to introduction into the shaft excavation. Adequate slurry tanks will be required when specified. No excavated slurry pits will be allowed when slurry tanks are required on the project without written permission of the Engineer. Adequate desanding equipment will be required when specified. Steps shall be taken as necessary to prevent the slurry from "setting up" in the shaft excavation, such as agitation, circulation, and adjusting the properties of the slurry. Control tests using suitable apparatus shall be carried out by the Contractor on the mineral slurry to determine density, viscosity, and pH. An acceptable range of values for those physical properties is shown in the following table. Range of Values (At 20°C) Property (Units)

Time of Slurry Introduction

Time of Concreting (In Hole)

Test Method

Density (KN/m )

10.10 to 10.86

10.10 to 11.79

Density Balance

Viscosity (sec. per liter)

28 to 45

28 to 45

'Marsh Cone

pH

8 to 11

8 to 11

pH Paper or Meter

Note: a)

Increase density values by 0.314 KN/m3 in salt water.

b)

If desanding is required; sand content shall not exceed 4 percent (by volume) at any point in the shaft excavation as determined by the American Petroleum Institute sand content test.

Tests to determine density, viscosity and pH values shall be done during the shaft excavation to establish a consistent working pattern. Prior to placing shaft concrete, slurry samples shall be taken from the bottom and at intervals not exceeding 3.05m for the full height of slurry. Any heavily contaminated slurry that has accumulated at the bottom of the shaft shall be eliminated. The mineral slurry shall be within specification requirements immediately before shaft concrete placement. Excavation Inspection The Contractor shall provide equipment for checking the dimensions and alignment of each shaft excavation. The Contractor under the direction of the Engineer shall determine the dimensions and alignment of the drilled shaft. Final shaft depth shall be measured after final cleaning. The base of the shaft excavation may be cleaned using a cleaning bucket followed by airlifting. Reverse circulation techniques may also be used to clean the base of the shaft. The shaft excavation shall be cleaned so that a minimum of 50 percent of the base will have less than 12.5 mm of sediment and at no place on the base more than 37.5mm of sediment. The Engineer will determine shaft cleanliness. b. The use of steel casing which is installed during drilling operations to hold the hole open and usually withdrawn during concrete placement. Casing, if used in operation, shall be metal, smooth, clean, watertight, and of ample strength to withstand both handling and driving stresses and the pressure of both concrete and the surrounding earth materials. The outside diameter of casing shall not be less than the specified size of the shaft. It shall conform to AASHTO M 270 (ASTM A 709) Grade 36 unless otherwise specified.

Temporary casings shall be removed while the concrete remains nerally the removal of temporary casing shall not be workable. Ge started until concrete placement in the shaft is at or above ground surface. Movement of casing by rotating, exerting downward pressure and tapping to facilitate extraction or extraction with a vibratory hammer will be permitted. Casing extraction shall be at a slow, uniform rate with the pull in line with the shaft axis. A sufficient head of concrete shall be maintained above the bottom of the casing to overcome the hydrostatic pressure of water or drilling lfuid outside of the casing. c. The use of a permanent casing which is left in place within the portion of the pile which is in unstable material. A permanent casing is applied as protection from the presence of surface water during drilling and as support later for the installation of the rebar cage and as a concrete form in drilling under water. Reinforcing Steel Cage Construction and Placement The reinforcing steel cage consisting of the steel shown on the Plans plus cage stiffener bars, spacers, centralizers and any other necessary appurtenances shall be completely assembled and placed as a unit immediately after the shaft excavation is inspected and accepted prior to shaft concrete placement. Where the reinforcing cage length is too long for placement as a single unit, the cage may be placed in separate units such that appropriate means of splicing the longitudinal steel is provided for. The Contractor shall submit his plans for such splices to the Engineer for approval. The reinforcing steel in the hole shall be tied and supported so that the reinforcing steel will remain within allowable tolerances until the concrete will support the reinforcing steel. When concrete is placed by suitable tubes, temporary hold-down devices shall be used to prevent uplifting of the steel cage during concrete placement. Concrete spacers or other approved noncorrosive spacing devices shall be used at sufficient intervals not exceeding 1.50 meters along the shaft to insure concentric location of the cage within the shaft excavation. When the size of the longitudinal reinforcing steel exceeds 25 mm, such spacing shall not exceed 3.0 meters.

d.

When casing is used, its outside diameter shall not be less than the shaft diameter shown on the plans. When casing is not used, the minimum diameter of the drilled shaft shall be the diameter shown on the plans for diameters 60.96 cm or less, and not more than 2.54 cm less than the diameter shown on the plans for diameters greater than 60.96 cm.

e.

The bearing area of bells shall be excavated to the plan bearing area as a minimum. All other plan dimensions shown for the bells may be varied, when approved, to accommodate the equipment used.

f.

The top elevation of the shaft shall be within 2.54 cm of the plan top of shaft elevation.

Concrete Placement, Curing and Protection Concrete shall be placed as soon as possible after reinforcing steel cage placement. Concrete placement shall be continuous in the shaft to the top elevation of the shaft. Placement shall continue after the shaft is full until good quality concrete is evident at the top of the shaft. Concrete shall be placed through a suitable tube. For piles less than 2.5 meters in diameter, the elapsed time from the beginning of concrete placement in the shaft to the completion of placement shall not exceed 2 hours. For piles 2.50 meters and greater in diameter, the concrete placing rate shall not be less than 9.0 meters of pile height per each 2-hour period. The concrete mix shall be of such design that the concrete remains in a workable plastic state throughout the 2-hour placement limit. When the top of pile elevation is above ground, the portion of the pile above ground shall be formed with a removable form or permanent casing when specified. The upper 1.5 meters of concrete shall be vibrated or rodded to a depth of 1.5 meter below the ground surface except where soft uncased soil or slurry remaining in the excavation will possibly mix with the concrete. After placement, the temporarily exposed surfaces of the shaft concrete shall be cured in accordance with the provision in Subsection 407.3.8 — Curing Concrete. For at least 48 hours after pile concrete has been placed, no construction operations that would cause soil movement adjacent to the shaft, other than mild vibration, shall be conducted.

bottom of the shaft excavation shall be normal to the axis g.The of the shaft within 62.5 mm/m of shaft diameter. Drilled shaft excavations constructed in such a manner that the concrete shaft cannot be completed within the required tolerances are unacceptable. 400.3.8 Steel H-Pile Steel H-Pile shall consist of structural steel shapes of the sections indicated on the Plans. When placed in the leads, the pile shall not exceed the camber and sweep permitted by allowable mill tolerance. Piles bent or otherwise damaged will be rejected. The loading, transporting, unloading, storing and handling of steel H-pile shall be conducted so that the metal will be kept clean and free from damage.

Construction Tolerances: 400.3.9 The following tolerances shall be maintained in constructing drilled shaft: a.

The drilled shaft shall be within 15.24 cm of the plan position in the horizontal plane at the plan elevation for the top of the shaft.

b.

The vertical alignment of the shaft excavation shall not vary from the plan alignment by more than 20.83 mm/m of depth.

c.

After all the shaft concrete is placed, the top of the reinforcing steel cage shall be no more than 15.24 cm above and no more than 7.62 cm below plan position.

Unfilled Tubular Steel Piles

The tubular steel piles should be or as specified by the Engineer. The minimum wall thickness shall be as indicated in the following table:

Outside Diameter

Less than 355 mm

355 mm and over

Minimum wall thickness

6.5 mm

9.5 mm

Cutting shoes for piles driven open end may be inside or outside of the pipe. They may be high carbon structural steel with a machined

ledged for pile bearing or cast steel with a ledge, designed for attachment with a simple weld.

3.

If the length of the steel pile, shell or pipe driven is insufficient to obtain the specified bearing power, an extension of the same cross-section shall be spliced to it. Unless otherwise shown on the Plans, splices shall be made by buttwelding the entire cross-sections to form an integral pile using the electric arc method. The sections connected shall be properly aligned so that the axis of the pile shall be straight. Bent and/or damaged piles shall be rejected.

400.3.10 Splicing Splicing when permitted shall be made as shown on the Plans and in accordance with this Subsection. 1.

Precast Concrete Piles a.

b.

c.

By using prefabricated joints mounted in the forms and cast together with the piles sections and joined together as specified by the manufac-turer and approved by the Engineer. The joints shall be of the design and type as specified or shown on the Plans. By cutting away the concrete at the end of the pile, leaving the reinforcing steel exposed for a length of 40 bar diameters for corrugated or deformed bars and 60 bar diameters for plain bars. The final cut of the concrete shall be perpendicular to the axis of the pile. Reinforcement of the same size as that used in the pile shall be spliced to the projecting steel in accordance with Item 404, Reinforcing Steel, and the necessary formwork shall be placed, care being taken to prevent leakage along the pile. The concrete shall be of the same quality as that used in the pile. Just prior to placing concrete, the top of the pile shall be wetted thoroughly and covered with a thin coating of neat cement, retempered mortar, or other suitable bonding material to the satisfaction of the Engineer. The forms shall remain in place not less than seven (7) days. The pile shall not be driven until the safe design strength has been reached. By any other method shown on the Plans or approved by the Engineer. Curing and finishing of extensions shall be the same as in the original pile.

400.3.11 Cutting

Splicing of prestressed precast piles will generally not be permitted, but when permitted, it shall be made in accordance with (1) above, but only after driving has been completed. Reinforcement bars shall be included in the pile head for splicing to the extension bars. No additional driving will be permitted. The Contractor, at his option, may submit alternative plans of splicing for consideration by the Engineer.

194

Off and Capping Piles

The top of foundation piles shall be embedded in the co footing as shown on the Plans.

ncrete

Concrete piles shall, when approved by the Engineer, be cut off at such a level that at least 300 mm of undamaged pile can be embedded in the structure above. If a pile is damaged below this level, the Contractor shall repair the pile to the satisfaction of the Engineer. The longitudinal reinforcement of the piles shall be embedded in the structure above to a length equal to at least 40 times the diameter of the main reinforcing corrugated bars (60 diameters for plain bars). The distance from the side of any pile to the nearest edge of the cap shall not be less than 200 mm. When the cut off elevation for a precast pile or for the steel shell or pile for a cast in place concrete pile is below the elevation of the bottom of the pile cap, the pile may be built-up from the butt of the pile to the elevation of the bottom of the cap by means of reinforced concrete extension constructed in accordance with Subsection 400.3.10 or as approved by the Engineer. Cut-offs of structural steel piles shall be made at right angles to the axis of the pile. The cuts shall be made in clear, straight lines and any irregularity due to cutting or burning shall be leveled-off with deposits of weld metal prior to placing bearing caps. 400.3.12

2. Prestressed Piles

Steel Piles, Shells or Pipes

Defective Piles

Any pile delivered with defects, or damaged in driving due to internal defects or by improper driving, or driven out of its proper location, or driven below the elevation fixed by the Plans or by the Engineer, shall be corrected at the Contractor's expense by one of the following methods approved by the Engineer for the pile in question: 1.

Any pile delivered with defects shall be replaced by a new pile.

2.

Additional pile shall be driven/casted at the location as directed by the Engineer. 195

3. Date of d 3.

The pile shall be spliced or built-up as otherwise provided herein on the underside of the footing lowered to properly embed the pile.

A precast concrete pile shall be considered defective if it has a visible crack, extending around the four sides of the pile, or any defect which, in the opinion of the Engineer, affects the strength or life of the pile. When a new pile is driven or cast to replace a rejected one, the Contractor at his own expense, shall enlarge the footing as deemed necessary by the Engineer. 400.3.13 Protecting Untreated Timber Trestle Piles The heads of untreated piles shall be treated as follows: The sawed surface shall be thoroughly brush-coated with two (2) applications of hot creosote oil or other approved preservative. 400.3.14 Protecting Treated Timber Trestle Piles All cuts and abrasions in treated timber piles shall be protected by a preservative approved by the Engineer.

riving

g equipment: type, 4. Drivin weight & efficiency of hammer, etc. 5. Description of cushion on pile head 6. Depth driven and tip elevation 7. Final set for the last 20 blows (for every 10 piles and when the Engineer so requires the penetration along the whole depth driven shall be recorded) 8. For gravity and single-acting hammers: the height of drop 9. For double acting-hammers the frequency of blows 10. Details of any interruption in driving 11. Level of pile top immediately after driving and the level when all piles in the group are driven 12. Details of re-driving

3. Length of finished pile and tip elevation 4. Details of penetration during boring or driving of steel shell (driving records as for driven piles) 5. Concrete quality and consistency 6. Time interval between boring or driving and concreting 7. Volume of concrete placed in concrete

400.3.15 Painting Steel Piles Unless otherwise provided, when required steel piles extend above the ground surface or water surface, they shall be protected by paint as specified for cleaning and painting metal surfaces in accordance with Item 403, Metal Structures. This protection shall extend from the elevation shown on the Plans to the top of the exposed steel. 400.3.16 Pile Records The Contractor shall keep records of all piles driven or installed. A copy of the record shall be given to the Engineer within two (2) days after each pile is driven. The record form to be used shall be approved by the Engineer. The pile records shall give full information on the following:

Driven Piles 1. Pile type and dimension 2. Date of casting and concrete quality (for concrete piles)

Cast-in-Place Piles 1. Date of boring or driving (For steel shell) & casting 2. Pile type and nominal dimension 196

400.4 Method of Measurement 400.4.1 1.

Timber, Steel and Precast Concrete Piles Piles Furnished The quantity to be paid for will be the sum of the lengths in metres of the piles of the several types and lengths ordered in writing by the Engineer, furnished in compliance with these Specifications and stockpiled in good condition at the project site by the Contractor and accepted by the Engineer. The length to be paid for will include test and tension piles ordered by the Engineer, but not those furnished by the Contractor at his option. No allowance will be made for piles, including test piles, furnished by the Contractor to replace piles previously accepted by the Engineer that are subsequently lost or damaged while in stockpile, or during handling or driving, and are ordered by the Engineer to be removed from the site of work. In case extensions of piles are necessary, the extension length will be included in the length of pile furnished, except for 197

cut off lengths used for extensions and already measured for payment. 2.

Piles Driven The quantity to be paid for will be the sum of the lengths in meters of the piles driven in the completed work measured from the pile tip elevation to the bottom of pile caps, footings or bottom of concrete superstructure in the case of pile bents. Measurement will not include additional piles or test piles driven that may be necessary to suit the Contractor's method of construction and were driven at his option. Unless otherwise provided for, preboring, jetting or other methods used for facilitating pile driving operations will not be measured directly but will be considered subsidiary to Pay Items.

400.4.2 Cast-In-Place Concrete Piles The quantity to be paid for will be the sum of actual lengths in meters of the piles cast and left in-place in the completed and accepted work. Measurements will be from the pile tip to the bottom of cap or footing. Portions of piles cast deeper than the required length through over-drilling will not be measured for payment. 400.4.3 Pile Shoes The quantity to be paid for, including test pile shoes, will be the number of pile shoes driven shown on the Plans or as ordered in writing by the Engineer, furnished by the Contractor in accordance with these Specifications and accepted by the Engineer. Pile shoes furnished by the Contractor at his option or to replace those that are lost or damaged in stockpile or handling will not be measured for payment. 400.4.4 Load Tests The quantity of the load tests to be paid for will be the number of tests completed and accepted except that load tests made to calibrate different types of hammers, if not included in the Bill of Quantities, will not be measured for payment. Anchor and test piling which are not part of the completed structure, will be included in the unit bid price for each "Load Test". Anchor and test piling or anchor and test shafts which are a part of the permanent structure will be paid for under the appropriate Item.

400.4.5

Splices

be paid for will be the number of splices which may The quantity to be requ ired to drive the pile in excess of the estimated length shown on the Plans for cast-in-place steel pipes or shells or in excess of the order length furnished by the Engineer for all other types of piling. Splices made for the convenience of the Contractor or to fabricate piles cut offs will not be paid for. 400.5 Basis

of Payment

s prescribed in Section 400.4 The accepted quantities, measured a shall be paid for at the contract unit price for each of the particular item listed below that is included in the Bill of Quantities, which price and payment shall be full compensa-tion for furnishing and placing all materials, including all labor, equipment tools and incidentals as well as temporary works, staging areas or craneway necessary to complete the work prescribed in this Item Payment will be made under:

Pay Item Number

Description

Unit of Measurement

400 (1) 400 (2)

Untreated Timber Piles, furnished Treated Timber Piles, preservative, furnished Steel H-Piles, furnished Precast Concrete Piles, furnished Precast, Prestresssed Concrete Piles, furnished Structural Steel Sheet Piles, furnished Precast Concrete Sheet Piles, furnished Untreated Timber Piles, driven Treated Timber Piles, driven Steel H-Piles, driven Steel Pipes Piles Structural Steel Sheet Piles, driven Precast Concrete Sheet Piles, driven Precast Concrete Piles, driven Precast, Prestresssed Concrete Piles, driven Test Piles, furnished and driven Concrete Piles cast in Drilled Holes Concrete Piles cast in Steel Shells Concrete Piles cast in Steel Pipes

Meter Meter

400 (3) 400 (4) 400 (5) 400 (6) 400 (7) 400 (8) 400 (9) 400 (10) 400 (11) 400 (12) 400 (13) 400 (14) 400 (15) 400 (16) 400 (17) 400 (18) 400 (19)

Meter Meter Meter Meter Meter Meter Meter Meter Meter Meter Meter Meter . Meter Meter Meter Meter Meter

400 (20) 400 (21) 400 (22) 400 (23) 400 (24)

Pile Shoes Splices Load Tests Bored Piles (dia. _m) Permanent Casing (dia.

m)

Each Each Each Meter Meter

These shall conform to the requirements of Item 506, Stone Masonry and Item 704, Masonry Units. 401.2.7 Paint

ITEM 401 — RAILINGS 401.1

401.2.6 Stones and Bricks

It shall conform to the requirements of Item 709, Paints.

Description

401.3 railin

This Item shall consist of furnishing or fabricating and/or placing

of m

Construction Requirentt f

401.3.1 General

IN C. MATANGUlHAN

Burgsle of Design. Bridges

DiVitt011

gs, for bridges and other structures of the material or combination confo aterials shown on the Plans, constructed in reasonably close Railings shall be constructed to the lines and grades shown on the dimen rmity with this Specification and to the lines, grades andsions shown on the Plans. Plans and shall not reflect any unevenness in the structure. All railing concrete, steel, aluminum or timber inRailings shall be classified as posts shall be set plumb in hand or mechanically dug holes, unless nating material contained in each. accordance with the predomidriving is permitted. In the latter case, the manner of driving shall be such as to avoid battering or distorting of post. Post holes shall be 401.2 Material Requirements backfilled with acceptable material placed in layers and thoroughly compacted. When it is necessary to cut post holes in existing 401.2.1 Concrete pavement, all loose materials shall be removed and the paving replaced in kind. Bridge railings shall not be placed on a span until centering or falsework has been removed, rendering the span self405, Structural Concrete.It shall conform to the applicable requirements prescribed in supporting. Item 401.2.2 Reinforcing Steel It shall conform to the requirements of Item and Wire Rope.

710, Reinforcing Steel

Rail elements shall be erected according to Plans and in a manner resulting in a smooth, continuous installation with laps in the direction of traffic flow. All bolts except adjustment bolts shall be drawn tight. Bolts shall be of sufficient length to extend beyond the nuts by more than 25 mm.

401.2.3 Steel

fitting Structural steel consisting of steel and iron plates, shapes, pipes, Metal Structures. s and castings shall conform to the requirements of Item 403, 401.2.4 Aluminum

B 221 or AIt shall conform to the requirements of AASHTO M 193, ASTM STM B 308 or as called for on the Plans. 401.2.5 Timber

Where painting of railing component is specified, any damage to the shop coat of paint shall be corrected by an application of an approved rust-inhibitive primer prior to painting. Ungalvanized surfaces inaccessible to painting after erection shall be field painted before erection. The railing components shall be given the specified number of coats of paint uniformly applied by thorough brushing or by approved pressure spray. Galvanized surfaces which have been abraded so that the base metal is exposed, threaded portions of all fittings, fasteners and cut ends of bolts shall be painted with two (2) coats of zinc-dust and zinc oxide paint. 401.3.2

Untreated Timber. conform to the requirements of Item

Metal Railing

713, Treated andIt shall Fabrication and erection shall be done in accordance with the requirements of Item 403, Metal Structures. In the case of welded

railings, all exposed joints shall be finished by grinding or filing after welding to give a neat appearance. Metal railing shall be carefully adjusted prior to fixing in-place to insure proper matching of abutting joints, correct alignment and camber throughout their length. Holes for field connection shall be drilled with the railing in-place in the structure at proper grade and alignment. Welding may be substituted for rivets or bolts in field connections with the approval of the Engineer. 401.3.3 Concrete Railing

401.3.5 Stone and Brick Railing he The materials used in masonry brick railing and parapet, and t work to be done shall conform to the requirements of this Specification. The workmanship shall be first class and the finished construction shall be neat in appearance and true to line and grade. 401.4

Method of Measurement

rs of The quantity to be paid for shall be the number of linear mete specified railing actually completed and accepted measured from center to center of end posts.

1. Railing Cast-In-Place 401.5 The portion of the railing or parapet which is to be cast-inplace shall be constructed in accordance with the requirements of Item 405, Structural Concrete. Special care shall be exercised to secure smooth and tight fitting forms which can be rigidly held in line and grade and removed without injury to the concrete. Forms shall either be of single width boards or shall be lined with suitable material to have a smooth surface which shall meet the approval of the Engineer or as shown on the Plans.

Basis of Payment

n 401.4, The accepted quality, measured as prescribed in Sectio shall be paid for at the contract unit price for Railing, wh ich price and payment shall be full compensation for furnishing and placing all materials including all labor, equipment, tools and incidentals necessary to complete this Item. Payment will be made under:

Pay Item Number

All moldings, panel work and bevel strips shall be constructed according to the detailed Plans with metered joints. All corners in the finished work shall be true, sharp and cleancut, and shall be free from cracks, spalls and other defects.

401

Description

Unit of Measurement

Railing

Meter

ITEM 402 — TIMBER STRUCTURES 2. Precast Railings 402.1 Moist tamped mortar precast members shall be removed from the molds as soon as practicable and shall be kept damp for a period of at least ten (10) days. Any member that shows checking of soft corners of surfaces shall be rejected. Expansion joints shall be constructed as to permit freedom of movement. After all work is completed, all loose or thin shells of mortar likely to spall under movement shall be carefully removed from all expansion joints by means of a sharp chisel. 401.3.4 Wooden Railing Wooden railing shall be constructed in accordance with the requirements of Item 402, Timber Structures.

Description

s to the This Item shall consist of the construction of timber structure dimensions, lines and grades as shown on the Plans or as ordered by the Engineer in accordance with these Specifications. The timber shall be treated or untreated as called for on the Plans or Special Provisions. 402.2 Material Requirements 402.2.1

Timber

It shall conform to the requirements of Item Untreated Timber.

713, Treated and

402.2.2 Hardware e Plans. All hardware shall be of the kind and size specified on th All bolts, including drift bolts, shall be either wrought iron or medium

steel. Washers shall be either ogee gray iron casting or malleable cast iron unless cut washers are specified on the Plans. Bolts shall have square heads and nuts, unless otherwise specified. Nails shall be cut or round wire of standard form. Spikes shall be cut wire or spikes, or boat spikes, as specified. All hardware shall be galvanized in conformity with AASHTO M 232 or cadmium plated per ASTM M 165 Type OS, unless otherwise specified on the Plans or Special Provisions.

Any cut made or hole bored in treated timber that shall expose all e given three coats of hot creosote or untreated wood sh b carbolineum before the exposed part is assembled. 402.3.3 Timber Treatment Treatment shall consist of the forcing of either creosote oil or a into the outer fibers of the timber by a creosote-petroleum oil mixture heat and pressure process. he treatment shall be so regulated that T the curing process will not induce excessive checking.

402.2.3 Paint It shall conform to the requirements of Item 709, Paints or Item 411, Paint.

The minimum penetration of the preservative with the surface of the timber shall be 20 mm. The minimum retention of preservative per cubic meter of timber shall be as follows: For general use, 195 kg by empty cell process

402.2.4 Structural Steel It shall conform Structural Metal.

to the applicable requirements of Item

402.2.5 Preservatives The preservative shall be creosote oil or creosote petroleum oil blend as called for on the Plans or by the Special Provisions, and shall conform to the Specifications for timber preservatives of the AASHTO M 133. When timber is intended for marine use, creosote petroleum oil blend shall not be used. 402.3

For marine use, 320 kg by full cell process

712,

Construction Requirements

402.3.1 Storage of Materials All timber which is to be stored on the job for any length of time prior to its use in the structure shall be neatly stacked in piles to prevent warping or distortion. Untreated timber shall be open-stacked at least 300 mm above the ground and the stack shall be sloped so as to shed water. Creosote-treated timber shall be close-stacked and piled to prevent warping. The ground under-neath and in the vicinity of all material piles shall be cleared of all weeds and rubbish. 402.3.2 Treated Timber All treated timber shall be framed prior to treating. Care shall be exercised in handling all treated timber so as not to break or penetrate the treatment with any tool or handling equipment. Any piece of timber that has been damaged by the Contractor shall be replaced by him without extra compensation.

The Engineer shall be notified at least ten (10) days in advance of the date that the treating process will be performed in order that the untreated timber, the treatment process, and the finished treated timber may all be inspected. The Engineer will inspect the timber prior to treatment to determine conformance with the Specifications and suitability of conditions for treatment. He shall be permitted free access to the plant in order that temperatures, pressures, and quantities and types of treatment materials used may be observed. Samples of the creosote or creosote-petroleum mixture shall be furnished as requi red for tests. After completion of the treatment, the timber shall be checked to determine penetration of treatment, amount of checking, quantity of free preservative remaining of the timber and any other visual evidence that the treatment has been performed in a satisfactory manner. The penetration of treatment shall be determined by boring a sufficient number of well-distributed holes to determine the average penetration. All such holes shall be plugged with plugs approximately 2 mm larger in diameter than the bit used in boring the holes. If the penetration of preservative is less than the required amount, the entire charge, or such parts thereof as are determined by the Engineer or his authorized representative to be unsatisfactory, may be retreated. If after retreatment, the penetration is still insufficient, the retreatment pieces shall be rejected. Any excessive checking caused by the treating process shall be cause for rejection of the pieces in which the excessive checking occurs.

205

The treating plant shall be equipped with adequate thermometers and pressure gages so that the process can be accurately controlled and a continuous record made of stages of the treating process. If requested by the Engineer, records shall be furnished showing the duration, maximum and minimum temperatures and pressures used during all stages of the process.

oring sills or posts shall be set when the concrete is cast and for anch shall project at least 150 mm above the tops of the pedestals. Sills shall have true and even bearing on piles or pedestals. They shall be drift-bolted with bolts extending into the piles or pedestals at least 150 mm. When possible, all earth shall be removed from contact with sills so that there w ill be free circulation of air around the sills.

402.3.4 Untreated Timber 402.3.8 Caps In structures of untreated timber, all of the following surfaces shall be coated thoroughly with two (2) coats of hot creosote oil or carbolineum before the timber are assembled: ends, tops and all contact surfaces of posts, sills, caps, floor beams and stringers, all ends, joints and contact surfaces of bracing. The back surface of all bulkheads and any other timber in direct contact with earth shall be similarly treated. 402.3.5 Bolts and Washers

bearing Timber caps shall be placed to obtain even and uniform over the tops of the supporting posts or piles with their ends in alignment. All caps shall be secured by driftbolts, set approximately at the center extending at least 230 mm into the post or piles. 402.3.9 Bracing Bracing shall be bolted through at intersections to the pile, p caps or sills.

Washers of the size and type specified shall be used under all bolt heads and nuts that would otherwise be in contact with wood. Cast iron washers shall have a thickness equal to one fourth the diameter of the bolt and the diameter of the washer shall be four times its thickness. For malleable or plate washers, the diameter or side size of the square shall be equal to four times the diameter of the bolt. Cap washers shall be used when the timber is in contact with earth. All nuts shall be checked effectively after being finally tightened. 402.3.6 Pile Bents The pile shall be driven as indicated on the Plans, with a variation of the portion above the ground of not more than 6 mm per 300 mm from the vertical or batter indicated, or so that the cap may be placed in its proper location without inducing excessive stresses on the piles. Excessive manipulation of piles will not be permitted and the Contractor will be required to redrive or use other satisfactory methods to avoid such manipulations. No shimming on tops of piles will be permitted. The piles for any one bent shall be carefully selected as to size and quality to avoid undue bending or distortion of the sway bracing. However, care shall be exercised in the distribution of piles of various sizes to secure uniform strength and rigidity in the bents of any given structure. Cut offs shall be accurately made to insure perfect bearing between caps and piles.

osts,

402.3.10 Stringers on Stringers shall be sized at bearings and shall be placed in positi so that knots near the edges will be in the top portions of the stringers. Outside stringers may have butt joints but interior stringers shall be lapped to take bearing over the full width of the floor beam or cap at each end. The lapped ends of untreated stringers shall be securely fastened to caps by driftbolts. When stringers are two panels in length, the joints shall be staggered. Cross-bridging between stringers sha ll be neatly and accurately framed and securely toe-nailed with at least two nails at each end. All cross-bridging members shall have full bearing at each end against the sides of stringers. Unless otherwise specified, cross bridging shall be placed at the center of each span. 402.3.11 Plank Floors Roadway and sidewalk floor planks, unless otherwise stipulated, shall be surfaced one side and one edge (SISIE). The planks shall be laid heartside down, with 7 mm openings between them for seasoned materials and with tight joints for unseasoned material. Each plank shall be spiked securely to each joint or supporting member. The planks shall be graded carefully as to thickness, and so laid that no two adjacent planks shall vary in thickness by more than 1.6 mm. 402.3.12 Laminated or Strip Floors

402.3.7 Frame Bents Concrete pedestal for the support of framed bents shall be finished carefully so that sills or posts will take even bearing on them. Dowels

Planks for laminated or strip floors shall have a nominal thickness of 50 mm and shall be surfaced to a uniform width (SIE), and when so specified, to a uniform thickness (SIS). Unless otherwise stipulated, no splicing of planks will be allowed.

206

207

TEM 403 — M Planks shall be laid with the surfaced edge down and each plank shall be toe-nailed to each alternative stringer. The nailing of successive planks shall be staggered so that the spacing of nails along each stringer shall not be less than 100mm. In addition, each piece shall be nailed horizontally to adjacent pieces at 450mm centers, and staggered both horizontally and vertically with nails in adjacent pieces. All floors shall be cut to a straight line along the sides of the roadway. 402.3.13 Railing and Rail Posts Railing and rail posts shall be built as shown on the Plans and shall be constructed in a workmanlike and substantial manner. All railing and rail post materials shall be surfaced on four sides (S4S). All rails shall be continuous and squarely butt-joined at the post.

ETAL STRUCTURES

403.1 Description re This work shall consist of steel structures and the steel structu portions of composite structures, constructed in reasonably close conformity with the lines, grades and dimensions shown on the Plans or established by the Engineer. The work will include the furnishing, fabricating, hauling, erecting, welding and painting of structural metals called for in the Special Provision or shown on the Plans. Structural metals will include structural steel, rivet, welding, special and alloy steels, steel forgings and castings and iron castings. This work will also include any ncidental metal construction not otherw ise provided for, all in accordance with these Specifications, Plans and Specia l Provisions.

402.3.14 Wheel Guards Wheel guards shall be accurately constructed true to line and grade in accordance with the Plans. Unless otherwise specified, wheel guards shall be surfaced on one side and one edge (SISIE). Wheel guards shall be laid in sections not less than 3.60 mm long.

Timber structures shall be measured by the completed span and shall include all materials, equipment and labor used to finish the structure as called for in the Bid, Plans and Specifications. 402.5 Basis of Payment Payment for the timber structure measured in Section 402.4, Method of Measurement, shall constitute full compensation for furnishing all materials, preservative treatment, if called for in the Contract, equipment, hardware and other metal parts, tools and labor necessary for the completion of the structure and painting, if required in a satisfactory manner and all incidentals necessary to complete the Item. Payment will be made under:

402 (1)

Description Timber Structure

Materials shall meet the requirements of Item 712, Stru tem 409, Welded Structural Steel, and Item 709, Paints. 403.3

ctural Metal;

Construction Requirements

403.3.1 Inspection

402.4 Method of Measurement

Pay Item Number

403.2 Material Requirements

Unit of Measurement Span

The Contractor shall give the Engineer at least fifteen (15) days the notice prior to the beginning of work at the mill or shop, so that required inspection may be made. The term "mill" means any rolling mill, shop or foundry where material for the work is to be manufacture d or fabricated. No material shall be rolled or fabricated until said inspection has been provided. The Contractor shall furnish the Engineer with copies of the certified mill reports of the structural steel, preferably before but not later than the delivery of the steel to the job site. The Contractor shall furnish all facilities for inspection and the Engineer shall be allowed free access to the mill or shop and premises at all times. The Contractor shall furnish, without charge, all labor, machinery, material and tools necessary to prepare test specimens. Inspection at the mill or shop is intended as a means of facilitating the work and avoiding errors. It is expressly understood that it will not relieve the Contractor from any responsibility for imperfect material or workmanship and the necessity for replacing same. The acceptance of any material or finished member at the mill or shop by the Engineer shall not preclude their subsequent rejection if found defective before final acceptance of the work. Inspection of welding will be in accordance with the provision of Section 5 of the "Standard Code for

Arc and Gas Welding in Building Construction" of the American Welding Society. 403.3.2 Stock Material Control When so specified in the Contract, stock material shall be segregated into classes designated as "identified" or "unidentified". Identified material is material which can be positively identified as having been rolled from a given heat for which certified mill test can be produced. Unidentified material shall include all other general stock materials. When it is proposed to use unidentified material, the Engineer shall be notified of such intention at least fifteen (15) days in advance of commencing fabrication to permit sampling and testing. When so indicated or directed, the Contractor shall select such material as he wishes to use from stock, and place it in such position that it will be accessible for inspection and sampling. The Contractor shall select identified material from as few heat numbers as possible, and furnish the certified mill test reports on each of such heat numbers. Two samples shall be taken from each heat number as directed, one for a tension test and one for a bend test.

ust be straight. f Rolled material before being laid off or worked m I ng is necessary, it shall be done by methods that will not straighteni injure the metal. Sharp kinks and bends will be cause for rejection of the material. Preparation of material shall be in accordance with AWS (American Welding Society) D 1.1, paragraph 3.2 as modified by AASHTO Standard Specification for Welding of Structural Steel Highway Bridges. 403.3.4 Finishing and Sha

Finished members shall be true to line and free and open joints. 1.

2.

Edge Planing

Facing of Bearing Surfaces The surface finish of bearing and based plates and other bearing surfaces that are to come in contact w ith each other or with concrete shall meet the American Nationa l Standards Institute surface roughness requirements as defined in ANSI B-46.1-47, Surface Roughness Waviness and Lay, Part I:

Each bin from which rivets or bolts are taken shall subject to random test. Five rivets or bolts may be selected by the Engineer from each bin for test purposes.

Steel slabs Heavy plates in contact in shoes to be welded Milled ends of compression members, stiffeners and fillers Bridge rollers and rockers Pins and pin holes Sliding bearings

Structural material, either plain or fabricated, shall be stored above the ground upon platforms, skids, or other supports. It shall be kept free from dirt, grease, or other foreign matter, and shall be protected as far as practicable from corrosion. 403.3.3 Fabrication

3.

ANSI 2,000 ANSI 1,000 ANSI 500 ANSI 250 ANSI 125 ANSI 125

Abutting Joints Abutting joints in compression members and g irders lfanges, and in tension members where so specified on the drawings, shall be faced and brought to an even bear ing. Where joints are not faced, the opening shall not exceed 6.3 mm.

Workmanship and finish shall be in accordance with the best general practice in modern bridge shops. Portions of the work exposed to view shall be finished neatly. Shearing, flame cutting, and chipping shall be done carefully and accurately. Structural material, either plain or fabricated, shall be stored above the ground upon platforms, skids or other supports. It shall be kept free from dirt, grease or other foreign matter, and shall be protected as far as practicable from corrosion.

from twists, bends

Sheared edges of plates more than 15.9 mm in thickness and carrying calculated stresses shall be planed to a depth of 6.3 mm. Re-entrant cuts shall be filleted before cutting.

In the case of unidentified stock, the Engineer may, at his discretion, select any number of random test specimens.

These Specifications apply to riveted, bolted and welded construction. The Contractor may, however, with approval of the Engineer, substitute high tensile strength steel bolts equivalent to the rivets in any connection.

ping

4.

End Connection Angles Floor beams, stringers and girders having end connection angles shall be built to plan length back to back of connection angles with a permissible tolerance of 0 mm to minus 1.6 mm. 211

he b. The radius of bends shall be such that no cracking of t plate occurs. Minimum bend radii, measured to the concave face of the metal, are shown in the following table:

If end connections are faced, the finished thickness of the angles shall not be less than that shown on the detail drawings, but in no case less than 9.5 mm. 5.

Lacing Bars THICKNESS, t in mm The ends of lacing bars shall be neatly rounded unless another form is required.

6.

ASTM DESIGNATION

Unless otherwise shown on the Plans, steel plates for main members and splice plates for flanges and main tension members, not secondary members, shall be cut and fabricated so that the primary direction of rolling is parallel to the direction of the main tensile and/or compressive stresses.

A 36 A 242

7.

A 529

Splices in webs of girders without cover plates shall be sealed on top with red lead paste prior to painting.

Bent Plates Cold-bent load-carrying rolled-steel plates shall conform to the following: a.

They shall be so taken from the stock plates that the bendline will be at right angles to the direction of rolling, except that cold-bent ribs for orthotropic deck bridges may be bent in the direction of rolling if permitted by the Engineer.

Over 12.7 Over 25.4 Over 38.1 to 25.4 to 38.1 to 50.08 2t 3t 4t 5t a--a--6t a--a--5t a--a-----------3t 4t 5t

Gr.42

2t

Gr.45 Gr.50

2t 2.5t

2t 2.5t

3t 4t

4t a---

-------

Gr.55 Gr.60 Gr.65

3t 3.5t 4t

3t 3.5t 4t

5t 6t ----

a---------

----------

3t

3t

A 588

2t

3t

5t

A 514b

2t

2t

2t

It is recommended that steel in this thickness range be bent hot. Hot bending however, may result in a slight decrease in the as-rolled mechanical properties. The mechanical properties of ASTM A 514 steel results from a quench-and-temper-operation. Hot bending may adversely affect these mechanical properties. If necessary to hotbend, fabricator should discuss procedure with steel supplier.

At web splices, the clearance between the ends of the plates shall not exceed 9.5 mm. The clearance at the top and bottom ends of the web slice plates shall not exceed 6.3 mm. 8.

2t 2t

Over 6.3 to 12.7 1.5t 3t 3.5t 3t 2t 2t

A 572

Web Plates (Riveted or Bolted) In girders having no cover plates and not to be encased in concrete, the top edges of the web shall not extend above the backs of the flange angles and shall not be more than 3.2 mm below at any point. Any portion of the plate projection beyond the angles shall be chipped flush with the backs of the angles. Web plates of girders having cover plates may not be more than 12.7 mm less in width than the distance back to back of flange angles.

1.5t 2t 2.5t

A 440 A 441

Fabricated members shall be true to line and free from twists, bends and open joints.

Up to 6.3

Fabrication of Members

c. Before bending, the corners of the plate be rounded to a radius of 1.6 mm throughout that portion of the plate where the bending is to occur. 9.

Fit of Stiffeners End stiffeners of girders and stiffeners intended as supports for concentrated loads shall have full bearing (either milled, ground or on weldable steel in compression areas of flanges, welded as shown on the Plans or specified) on the lfanges to which they transmit load or from which they receive load. Stiffeners not intended to support concentrated loads shall, unless shown or specified otherwise, fit sufficiently tight to exclude water after being painted, except that for welded flexural members, the ends of stiffeners adjacent to the

tension flanges shall be cut back as shown on the Plans. Fillers under stiffeners shall fit within 6.3 mm at each end. Welding will be permitted in lieu of milling or grinding if noted on the Plans or in the Special Provisions. Brackets, clips, gussets, stiffeners, and other detail material shall not be welded to members or parts subjected to tensile stress unless approved by the Engineer.

of the temperatures of members in the furnace. The records treatment operation shall be available to and meet the approval of the Engineer. Members, such as bridge shoes, pedestals, or others which are built up by welding sections of plate together shall be stress relieved in accordance with the provisions of Subsection 403.3.11 when required by the Plans, Specifications or Special Provisions governing the Contract.

10. Eyebars 12. Tests Pin holes may be flame cut at least 50.8 mm smaller in diameter than the finished pin diameter. All eyebars that are to be placed side by side in the structure shall be securely fastened together in the order that they will be placed on the pin and bored at both ends while so clamped. Eyebars shall be packed and matchmarked for shipment and erection. All identifying marks shall be stamped with steel stencils on the edge of one head of each member after fabrication is completed so as to be visible when the bars are nested in place on the structure. The eyebars shall be straight and free from twists and the pin holes shall be accurately located on the centerline of the bar. The inclination of any bar to the plane of the truss shall not exceed 1.6 mm to 305 mm. The edges of eyebars that lie between the transverse centerline of their pin holes shall be cut simultaneously with two mechanically operated torches abreast of each other, guided by a substantial template, in such a manner as to prevent distortion of the plates. 11. Annealing and Stress Relieving Structural members which are indicated in the Contract to be annealed or normalized shall have finished machining, boring and straightening done subsequent to heat treatment. Normalizing and annealing (full annealing) shall be in accordance with ASTM E 44. The temperatures shall be maintained uniformly throughout the furnace during heating and cooling so that the temperature at no two points on the member will differ by more than 37.8°C at any one time.

When full size tests of fabricated structural members or eyebars are required by the Contract, the Plans or Specifications will state the number and nature of the tests, the results to be attained and the measurements of strength, deformation or other performances that are to be made. The Contractor will provide suitable facilities, material, supervision and labor necessary for making and recording the tests. The members tested in accordance with the Contract will be paid for in accordance with Subsection 403.5.1. The cost of testing, including equipment handling, supervision, labor and incidentals for making the test shall be included in the contract price for the fabrication or fabrication and erection of structural steel, whichever is the applicable item in the Contract, unless otherwise specified. 403.3.5 Pins and Rollers Pins and rollers shall be accurately turned to the dimensions shown on the Plans and shall be straight, smooth, and free from flaws. Pins and rollers more than 228.6 mm in diameter may either be forged and annealed .Pins and rollers 228.6 mm or less in diameter may either be forged and annealed or cold-finished carbon-steel shafting. In pins larger than 228.6 mm in diameter, a hole not less than 50.8 mm in diameter shall be bored full length along the axis after the forging has been allowed to cool to a temperature below the critical range under suitable conditions to prevent injury by too rapid cooling and before being annealed.

Members of A 514/A 517 steels shall not be annealed or normalized and shall be stress relieved only with the approval of the Engineer.

Pin holes shall be bored true to the specified diameter, smooth and straight, at right angles with the axis of the member and parallel with each other unless otherwise specified. The final surface shall be produced by a finishing cut.

A record of each furnace charge shall identify the pieces in the charge, and show the temperatures and schedule actually used. Proper instruments including recording pyrometers, shall be provided for determining at any time the

The distance outside to outside of holes in tension members and inside to inside of holes in compression members shall not vary from that specified more than 0.8 mm. Boring of holes in built-up members shall be done after the riveting is completed.

subdrilling is required) and subsequently reamed while subdrilled if assembled in the shop in accordance with Subsection 403.3.7.

The diameter of the pin hole shall not exceed that of the pin by more than 0.51 mm for pins 127 mm or less in diameter, or 0.8 mm for larger pins.

All holes for floor-beam and stringer field end connections shall be subpunched and reamed to a steel template reamed while being assembled.

The pilot and two driving nuts for each size of pin shall be furnished, unless otherwise specified.

Reaming or drilling full size of field connection through templates shall be done after templates have been located with the utmost care as to position and angle and firm ly bolted in place. Templates used for the reaming of matching members, or of the opposite faces of one member, shall be exact duplicates. Templates for connections which duplicate shall be so accurately located that like embers are m duplicates and require no matchmarking.

403.3.6 Fastener Holes (Rivets and Bolts) All holes for rivets or bolts shall be either punched or drilled. Material forming parts or a member composed of not more than five thickness of metal may be punched 1.6 mm larger than the nominal diameter of the rivets or bolts whenever the thickness of the material is not greater than 19 mm for structural steel, 15.9 mm for high-strength steel or 12.7 mm for quenched and tempered alloy steel, unless subpunching and reaming is required for field connections.

If additional subpunching and reaming is required, it will be specified in the Special Provisions or on the Plans. Alternately, for any field connection or splice designated above in lieu of sub-sized holes and reaming while assembled, or drilling holes full-size while assembled, the Contractor shall have the option to drill bolt holes full-size in unassembled pieces and/or connections including templates for use with matching sub-sized and reamed holes by means of suitable numerically-controlled (N/C) drilling equipment subject to the specific provisions contained in this Subsection.

When there are more than five thicknesses or when any of the main material is thicker than 19 mm for structural steel, 15.9 mm for highstrength steel, or 12.7 mm for quenched and tempered alloy steel, all holes shall either be subdrilled or drilled full size. When required for field connections, all holes shall either be subpunched or subdrilled (subdrilled if thickness limitation governs) 4.8 mm smaller and, after assembling, reamed 1.6 mm larger or drilled full size 1.6 mm larger than the nominal diameter of the rivets or bolts.

If N/C drilling equipment is used, the Engineer, unless otherwise stated in the Special Provisions or on the Plans, may require the Contractor, by means of check assemblies, to demonstrate that this drilling procedure consistently produces holes and connections meeting the requirements of conventional procedures.

When permitted by design criteria, enlarged or slotted holes are allowed with high-strength bolts. For punched holes, the diameter of the die shall not exceed the diameter of the punch by more than 1.6 mm. If any holes must be enlarged to admit the fasteners, they shall be reamed. Holes shall be clean cut, without torn or ragged edges. Poor matching of holes will be cause for rejection.

The Contractor shall submit to the Engineer for approval a detailed outline of the procedures that he proposes to follow in accomplishing the work from initial drilling through check assembly, if required, to include the specific members of the structure that may be N/C drilled, the sizes of the holes, the location of common index and other reference points, composition of check assemblies and all other pertinent information.

Reamed holes shall be cylindrical, perpendicular to the member, and not more than 1.6 mm larger than the nominal diameter of the fasteners. Where practicable, reamers shall be directed by mechanical means. Drilled holes shall be 1.6 mm larger than the nominal diameter of the fasteners. Burrs on the outside surfaces shall be removed. Poor matching of holes will be cause for rejection. Reaming and drilling shall be done with twist drills. If required by the Engineer, assembled parts shall be taken apart for removal of burrs caused by drilling. Connecting parts requiring reamed or drilled holes shall be assembled and securely held while being reamed or drilled and shall be matchmarked before disassembling.

Holes drilled by N/C drilling equipment shall be drilled to appropriate size either through individual pieces, or any combination of pieces held tightly together. All holes punched full size, subpunched or subdrilled shall be so accurately punched that after assembling (before any reaming is done), a cylindrical pin 3.2 mm smaller in diameter than the nominal size of the punched hole may be entered perpendicular to the face of the member, without drifting, in at least 75 percent of the contiguous holes in the same plane. If the requirement is not fulfilled, the badly punched

Unless otherwise specified, holes for all field connections and field splices of main truss or arch members, continuous beams, towers (each face), bents, plate girders and rigid frames shall be subpunched (or

L

pieces will be rejected. If any hole will not pass a pin 4.8 mm smaller in diameter than the nominal size of the punched holes, this will cause for rejection.

Check assemblies with Numerically-Controlled Drilled Fields Connections shall be in accordance with the provision of 2 (f) of this Subsection.

When holes are reamed or drilled, 85 percent of the holes in any continuous group shall, after reaming or drilling, show no offset greater than 0.8 mm between adjacent thickness of metal.

Each assembly, including camber, alignment, accuracy of holes and fit of milled joints, shall be approved by the Engineer before reaming is commenced or before an N/C drilled check assembly is dismantled.

All steel templates shall have hardened steel bushings in holes accurately dimensioned from the center lines of the connections as inscribed on the template. The center lines shall be used in locating accurately the template from the milled or scribed ends of the members. 403.3.7 Shop Assembly 1.

Fitting for Riveting and Bolting Surfaces of metal in contact shall be cleaned before assembling. The parts of a member shall be assembled, well pinned and firmly drawn together with bolts before reaming or riveting is commenced. Assembled pieces shall be taken apart, if necessary, for the removal of burrs and shavings produced by the reaming operation. The member shall be free from twists, bends and other deformation. Preparatory to the shop riveting of full-sized punched material, the rivet holes, if necessary, shall be spear-reamed for the admission of the rivets. The reamed holes shall not be more than 1.6 mm larger than the nominal diameter of the rivets.

The fabricator shall furnished the Engineer a camber diagram showing the camber at each panel point in the cases of trusses or arch ribs, at the location of field splices and fractions of span length (0.25 points minimum, 0.10 points maximum) in the cases of continuous beam and girders or rigid frames. When the shop assembly is Full Truss or Girder Assembly or Special Complete Structure Assembly, the camber diagram shall show the camber measured in assembly. When any of the other methods of shop assembly is used, the camber diagram shall show calculated camber. Methods of assembly shall be described below: a.

Full of Truss or Girders Assembly shall consist of assembling all members of each truss, arch rib, bent, tower face, continuous beam line, plate girder or rigid frame at one time.

b.

Progressive Truss or Girder Assembly shall consist of assembling initially for each truss, arch rib, bent, tower face, continuous beam line, plate girder, or rigid frame all members in at least three continuous shop sections or panels but not less than the number of panels associated with three continuous chord lengths (i.e., length between field splices) and not less than 45.72 m in case of structures longer than 45.72 m. At least one shop section or panel or as many panels as are associated with a chord length shall be added at the advancing end of the assembly before any member is removed from the rearward end so that the assembled portion of the structure is never less than that specified above.

c.

Full Chord Assembly shall consist of assembling with geometric angles at the joints, the full length of each chord or each truss or open spandrel arch, or each leg of each bent or tower, then reaming their field connection holes while the members are assembled; and reaming the web member connections to steel templates set at geometric (not cambered) angular relation to the chord lines. Field connection holes in

End connection angles, and similar parts shall be carefully adjusted to correct positions and bolted, clamped, or otherwise firmly in place until riveted. Parts not completely riveted in the shop shall be secured by bolts, in so far as practicable, to prevent damage in shipment and handling. 2. Shop Assembling The field connections of main members of trusses, arches, continuous beam spans, bents, towers (each face), plate girders and rigid frames shall be assembled in the shop with milled ends of compression members in full bearing, and then shall have their sub-size holes reamed to specified size while the connections are assembled. Assembly shall be "Full Truss or Girders Assembly" unless "Progressive Chord Assembly" or "Special Complete Structure Assembly" is specified in the Special Provisions or on the Plans.

web members shall be reamed to steel templates. At least one end of each web member shall be milled or shall be scribed normal to the longitudinal axis of the member and the templates of both ends of the member shall be accurately located from one of the milled ends or scribed line. d.

e.

Progressive Chord Assembly shall consist of assembling contiguous chord members in the manner specified for Full Chord Assembly, and in the number and length specified for Progressive Truss or Girder Assembly. Special Complete Structure Assembly shall consist of assembling the entire structure, including the floor system. (This procedure is ordinarily needed only for complicated structures such as those having curbed girders, or extreme skew in combination with severe grade or camber). The assembly including camber, alignment, accuracy of holes and fit of milled joints shall be approved by the Engineer before reaming is commenced. A Contractor shall furnished the Engineer a camber diagram showing the camber at each panel point of each truss, arch rib, continuous beam line, plate girder or rigid frame. When shop assembly is Full Truss or Girder Assembly or Special Complete Structure Assembly, the camber diagram shall show the camber measured in assembly. When any of the other methods of shop assembly is used, the camber diagram shall show calculated camber.

f.

Check Assemblies with Numerically-Controlled Drilled Field Connections. A check assembly shall be required for each major structural type of each project, unless otherwise designated on the Plans or in the Special Provisions, and shall consist of at least three contiguous shop sections or, in a truss, all members in at least three contiguous panels but not less than the number of panels associated with three contiguous chord lengths (i.e., length between field splices). Check assemblies should be based on the proposed order erection, joints in bearings, special complex points, and similar considerations. Such special points could be the portals of skewed trusses, etc. Use of either geometric angles (giving theoretically zero secondary stresses under deadload conditions after erection) or cambered angles (giving theoretically zero

secondary stresses under no-load conditions) should be designated on the Plans or in the Special Provisions. The check assemblies shall be preferably be the first such sections of each major structural type to be fabricated. No matchmaking and no shop assemblies other than the check assemblies shall be required. If the check assembly fails in some specific manner to demonstrate that the required accuracy is being obtained, further check assemblies may be required by the Engineer for which there shall be no additional cost to the contracting authority. 403.3.8 Rivets and Riveting The size of rivets called for on the Plans shall be the size before heating. Rivet heads shall be of standard shape, unless otherwise specified, and of uniform size for the same diameter of rivet. They shall be full, neatly made, concentric with the rivets holes, and in full contact with the surface of the member. Sufficient rivets for field connections shall be furnished to rivet the entire structure with an ample surplus to replace all rivets burned, lost or cut out. Rivets shall be heated uniformly to a "light cherry red color" and shall be driven while hot. Any rivet whose point is heated more than the remainder shall not be driven. When a rivet is ready for driving, it shall be free from slag, scale and other adhering matter. Any rivet which is sealed excessively, will be rejected. All rivets that are loose, burned, badly formed, or otherwise defective shall be removed and replaced with satisfactory rivets. Any rivet whose head is defective in size or whose head is driven off center will be considered defective and shall be removed. Stitch rivets that are loosened by driving of adjacent rivets shall be removed and replaced with satisfactory rivets. Caulking, recapping, or double gunning of rivet heads will not be permitted. Shop rivets shall be driven by direct-acting rivet machines when practicable. Approved bevelled rivet sets shall be used for forming rivet heads on sloping surfaces. When the use of a direct-acting rivet machine is not practicable, pneumatic hammers of approved size shall be used. Pneumatic bucking tools will be required when the size and length of the rivets warrant their use. Rivets may be driven cold provided their diameter is not over 9.5 mm.

4. 403.3.9

1.

Bolted Connections, Unfinished, Bolts

The body of ribbed bolts shall be of an approved form with continuous longitudinal ribs. The diameter of the body measured on a circle through the points of the ribs shall be 1.98 mm greater than the nominal diameter specified for the bolts.

General Bolts under this Subsection shall conform to "Specifications for Carbon Steel Externally and Internally Threaded Standard Fasteners", ASTM A 307. Specifications for high strength bolts are covered under Subsection 403.3.10. Bolts shall be unfinished, turned or an approved form of ribbed bolts with hexagonal nuts and heads except that ribbed bolts shall have button heads. Bolted connections shall be used only as indicated by the Plans or Special Provisions. Bolts not tightened to the proof loads shall have single self locking nuts or double nuts. Bevel washers shall be used where bearing faces have a slope or more than 1:20 with respect to a plane normal to the bolt axis. Bolts shall be of such length that will extend entirely through their nuts but not more than 6.3 mm beyond them. Bolts shall be driven accurately into the holes without damage to the threads. A snap shall be used to prevent damage to the heads. The heads and nuts shall be drawn tight against the work with the full effort of a man using a suitable wrench, not less than 381 mm long for bolts of nominal diameter 19 mm and over. Heads of bolts shall be tapped with a hammer while the nuts are being tightened.

2.

Unfinished Bolts Unfinished bolts shall be furnished unless other types are specified. The number of bolts furnished shall be 5 percent more than the actual number shown on the Plans for each size and length.

3.

Turned Bolts The surface of the body of turned bolts shall meet the ANSI roughness rating value of 125. Heads and nuts shall be hexagonal with standard dimensions for bolts of the nominal size specified or the next larger nominal size. Diameter of threads shall be equal to the body of the bolt or the nominal diameter of the bolt specified. Holes for turned bolts shall be carefully reamed with bolts furnished to provide for a light driving fit. Threads shall be entirely outside of the holes. A washer shall be provided under the nut. 222

Ribbed Bolts

Turned and Ribbed

Ribbed bolts shall be furnished with round heads conforming to ANSI B 18.5 unless otherwise specified. Nuts shall be hexagonal, either recessed or with a washer of suitable thickness. Ribbed bolts shall make a driving fit with the holes. The hardness of the ribs shall be such that the ribs do not mash down enough to permit the bolts to turn in the holes during tightening. If for any reason the bolt twists before drawing tight, the holes shall be carefully reamed and an oversized bolt used as a replacement. The Contractor shall provide and supply himself with oversize bolts and nuts for this replacement in an amount not less than ten percent (10%) of the number of ribbed bolts specified. 403.3.10 Bolted Connections (High Tensile- Strength Bolts) 1.

Bolts Bolts shall be AASHTO M 164 (ASTM A 325 or AASHTO M 253) tensioned to a high tension. Other fasteners which meet the chemical requirements of AASHTO M 164 or M 253 and which meet the mechanical requirements of the same specification in full size tests and which have body diameter and bearing areas under the head and nut, or their equivalents, not less than those provided by a bolt and nut of the same nominal dimensions prescribed above, may be used subject to the approval of the Engineer. Bolts lengths shall be determined by adding the grip-length values given in Table 403.1 to the total thickness of connected material. The values of Table 403.1 compensate for manufacturer's tolerance, the use of heavy semi-finished hexagon nut and a positive "stick-through" at the end of the bolt. For each hardened flat washer that is used add 4 mm to the tabular value and for each bevelled washer add 7.9 mm. The length determined shall be adjusted to the next longer 6.3 mm.

223

treatment should be severe enough to produce any break or discontinuity in the zinc surface.

Table 403.1 — Grip-Length Values

Bolts Size (mm)

To determine required bolt length, add grip (mm) "

c. Classes E and F (blast-cleaned, zinc rich paint). Contact surfaces shall be coated with organic or inorganic zinc rich paint as defined in the Steel Structures Painting Council Specification SSPC 12.00.

9.5 12.7 19.0 22.2 25.4 28.6 31.7 34.9 38.1

17.5 22.2 25.4 28.6 31.7 38.1 41.3 44.4 47.6

d. Classes G and H (blast-cleaned, metallized zinc or aluminum). Contact surfaces shall be coated in accordance with AWS C2.2, Recommended Practice for Metallizing with Aluminum and Zinc for Protection of Iron and Steel, except that subsequent sealing treatments, described in Section IV therein shall not be used. e. Class I (vinyl wash). Contact surfaces shall be coated in accordance with the provisions of the Steel Structure Painting Council Pretreatment Specifications SSPC PT3.

* Does not include allowance for washer thickness 2.

Bolted Parts The slope of surface of bolted parts in contact with the bolt head and nut shall not exceed 1:20 with respect to a plane normal to the bolt axis. Bolted parts shall fit solidly together when assembled and shall not be separated by gaskets or any other interposed compressible material. When assembled, all joint surfaces, including those adjacent to the bolt head, nuts or washers, shall be free of scale, except tight mill scale, and shall also be free of burrs, dirt and other foreign material that would prevent solid seating of the parts. Paint is permitted unconditionally in bearing-type connections. In friction-type connections, the Class, as defined below, indicating the condition of the contact surfaces shall be specified on the Plans. Where no Class is specified, all joint surfaces shall be free of scale, except tight mill scale and shall not have a vinyl wash. a. Classes A, B and C (uncoated). Contact surfaces shall be free of oil, paint, lacquer or other coatings. b. Class D (hot-dip galvanized and roughened). Contact surfaces shall be tightly scored by wire brushing or blasting after galvanizing and prior to assembly. The wire brushing treatment shall be a light application of manual or power brushing that marks or scores the surface but remove relatively little of the zinc coating. The blasting treatment shall be a light "brush-off' treatment which will produce a dull gray appearance. However, neither

224

AASHTO M 164 (ASTM A 325) Type 2 and AASHTO M 253 bolts shall not be galvanized nor shall they be used to connect galvanized material. 3.

Installation a. Bolt Tension. Each fastener shall be tightened to provide, when all fasteners in the joints are tight at least the minimum bolt tension shown in Table 403.2 for the size of fastener used. Threaded bolts shall be tightened with properly calibrated wrenches or by the turn-of-nut method. If required, because of bolt entering and wrench operation clearances, tightening by either procedure may be done by turning the bolt while the nut is prevented from rotating. Impact wrenches, if used, shall be of adequate capacity and sufficiently supplied with air to perform the required tightening of each bolt in approximately ten seconds. AASHTO M 253 and galvanized AASHTO M 164 (ASTM A 325) bolts shall not be reused. Other AASHTO M 164 (ASTM A 325) bolts may be reused, but not more than once, if approved by the Engineer. Retightening previously tightened bolts which may have been loosened by the tightening of adjacent bolts shall not be considered as a reuse. b. Washers. All fasteners shall have a hardened washer under the element (nut or bolt head) turned in tightening except that AASHTO M 164 (ASTM A 325) bolts installed 225

by the turn of the nut method in holes which are not oversized or slotted may have the washer omitted. Hardened washers shall be used under both the head and nut regardless of the element turned in the case of AASHTO M 253 bolts if the material against which it bears has a specified yield strength less than 275.76 MPa.

d.

Table 403.2 — Bolt Tension

Minimum Bolt Tension', kg. Bolt Size, mm

12.7 15.9 19.0 22.2 25.4 28.6 31.7 34.9 38.1

AASHTO M 164 (ASTM A 325) Bolts 5466 8709 12882 13268 23360 25605 32522 38760 47174

AASHTO M 253 (ASTM A 420) Bolts 6758 10569 15821 21 999 24312 36786 45858 55111 66905

Equals to 70 percent of specified minimum tensile strength bolts. Where an outer face of the bolted parts has a slope of more than 1:20 with respect to a plane normal to the bolt axis, a smooth bevelled washer shall be used to compensate for the lack of parallel line. c.

Calibrated Wrench Tightening. When Calibrated wrenches are used to provide the bolt tension as specified above, their setting shall be such as to induce a bolt tension 5 to 10 percent in excess of this value. These wrenches shall be calibrated at least once each working day by tightening, in a device capable of indicating actual bolt tension, not less than three typical bolts of each diameter from the bolts to be installed. Power wrenches shall be adjusted to installed or cut-out at the selected tension. If manual torque wrenches are used, the torque indication corresponding to the calibrating tension shall be noted and used in the installation of all the tested lot. Nuts shall be turned in the tightening direction when torque is measured. When using calibrated wrenches to install several bolts in a single joint, the wrench shall be returned to "touch-up" bolts previously tightened which may have been loosened by the tightening of adjacent bolts, until all are tightened to the prescribed amount.

Turn-of-Nut Tightening. When the turn-of-nut method is used to provide the bolt tension specified in (a) above, there shall first be enough bolts brought to a "snug tight" condition to insure that the parts of the joint are brought into full contact with each other. Snug tight is defined as the tightness attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. Following this initial operation, bolts shall be placed in any remaining holes in the connection and brought to snug tightness. All bolts in the joints shall then be tightened additionally, by the applicable amount of nut rotation specified in Table 403.3 with tightening progressing systematically from the most rigid part of the joint to its free edges. During this operation, there shall be no rotation of the part not turned by the wrench.

e.

Lock Pin and Collar Fasteners. The installation of lock pin and collar fasteners shall be by methods approved by the Engineer. Table 403.3 — Nut Rotation From Snug Tight Condition4

Bolt Length measured from underside of head to extreme end of point

Up to and including 4 diameters Over 4 diameters but not exceeding 8 diameters Over 8 diameters but not exceeding 12 diameters2

Disposition of Outer Faces of Bolted Parts Both One face Both faces faces normal to sloped not normal to bolt axis more than faces and other 1:20 from normal to face normal to bolt axis sloped not bolt axis more 1:20 (bevel (bevel washers washer not used) not used) 0.33 turn 0.5 turn 0.66 turn 0.5 turn

0.66 turn

0.66 turn

0.83 turn

0.625 turn

1 turn

1

Nut rotation is relative to bolt, regardless of the element (nut or bolt) being turned. For bolts installed by Wurn and less the tolerance should be plus or minus for

30 ,

227

d. When the inspecting wrench is a power wrench, it shall be adjusted so that it will tighten each of the three bolts specified to a tension at least 5 but not more than 10 percent greater than the minimum tension specified for its size in Table 403.2. This setting of wrench shall be taken as the job inspecting torque to be used in the manner specified below.

bolts installed by 2/3 turn and more, the tolerance should be plus or minus 450. 2

No research work has been performed by the Research Council on Riveted and Bolted Structural joints to establish the turn-of-nut procedure when bolt lengths exceed 12 diameters. Therefore, the required rotation must be determined by actual tests in a suitable tension device simulating the actual conditions.

e.

4. Inspection The Engineer will determine that the requirements of these Specifications are not in the work. When the calibrated wrench method of tightening is used, the Engineer shall have full opportunity to witness the calibration tests. The Engineer will observe the installation and tightening of the bolts to determine that the selected tightening procedure is properly used and will determine that all bolts are tightened. The following inspection shall be used unless a more extensive or different procedure is specified: a. The Contractor shall use an inspecting wrench which may either be a torque wrench or a power wrench that can be accurately adjusted in accordance with the requirements of Subsection 403.3.10(3) (c) above, in the presence of the Engineer. b. Three bolts of the same grade, size and condition as those under inspection shall be placed individually in a calibration device capable of indicating bolt tension. Length may be any length representative of bolts used in the structure. There shall be a washer under the part turned in tightening each bolt. c.

When the inspecting wrench is a torque wrench, each of the three bolts specified above shall be tightened in the calibration device by any convenient means to the minimum tension specified for its size in Table 403.2. The inspecting wrench shall then be applied to the tightened bolt and the torque necessary to run the nut or head 5 degrees (approximately 25.4 mm at 304.8 mm radius) in the tightening direction shall be determined. The average torque measured in the tests of three bolts shall be taken as the job inspection torque to be used in the manner specified below.

403.3.11

Bolts, represented by the three samples bolts prescribed above, which have been tightening in the structure shall be inspected by applying, in the tightening direction, the inspecting wrench and its job inspecting torque to 10 percent of the bolts, but not less than two bolts selected at random in each connection. If no nut or bolt head is turned by this application of the job inspecting torque, the connection shall be accepted as properly tightened. If any nut or bolt head is turned by the application of the job inspecting torque, this torque shall be applied to all bolts in the connection, and all bolts whose nut or head is turned by the job inspecting torque shall be tightened and reinspected, or alternatively, the fabricator or erector, at his option may re-tighten all the bolts in the connection and then resubmit the connection for the specified inspection. Welding

Welding shall be done in accordance with the best modern practice and the applicable requirements at AWS D1.1 except as modified by AASHTO "Standard Specifications for Welding of Structural Steel Highway Bridges". 403.3.12 Erection 1. General The Contractor shall provide the falsework and all tools, machinery and appliances, including driftpins and fitting-up bolts, necessary for the expeditious handling of the work. He shall erect the metal work, remove the temporary construction, and do all work necessary to complete the structure as required by the Contract and in accordance with the Plans and these Specifications. If shown on the Plans or in the Special Provisions, the Contractor shall dismantle the old structure on the bridge site in accordance with Item 101, Removal of Structures and Obstructions. 403.3.13 Handling and Storing Materials Materials to be stored shall be placed on skids above the ground. It shall be kept clean and properly drained. Girders and beams shall be

placed upright and shored. Long members, such as columns and chords, shall be supported on skids placed near enough together to prevent injury from deflection. If the Contract is for erection only, the Contractor shall check the material turned over to him against the shipping lists and report promptly in writing any shortage or damage discovered. He shall be responsible for the loss of any material while in his care, or for any damage caused to it after being received by him. 403.3.14 Falsework The false work shall be properly designed and substantially constructed and maintained for the loads which will come upon it. The Contractor shall prepare and submit to the Engineer working drawings for falsework and working drawings for changes in any existing structure for maintaining traffic, in accordance with Clause 45 of Part G, Div. II, Vol. I. 403.3.15 Method and Equipment Before starting the work of erection, the Contractor shall inform the Engineer fully as to the method of erection he proposes to follow, and the amount and character of equipment he proposes to use, which shall be subject to the approval of the Engineer. The approval of the Engineer shall not be considered as relieving the Contractor of the responsibility for the safety of his method or equipment or from carrying out the work in full accordance with the Plans and Specifications. No work shall be done until such approval by the Engineer has been obtained.

ghtening of a bend or buckle, the surface of the Following the strai metal shall be carefully inspected for evidence of fracture. 403.3.17 A

ssembling Steel

assembled as shown on the working The parts shall be accurately drawings and any matchmarks shall be followed. he material shall be T carefully handled so that no parts will be bent, broken or otherwise damaged. Hammering which will injure or distort the members shall not be done. Bearing surfaces and surfaces to be in permanent contact shall be cleaned before the members are assembled. nless erected U by the cantilever methods, truss spans shall be erected on blocking so placed as to give the trusses proper camber. he blocking shall be left T in place until the tension chord splices are fully connected with permanent fasteners and al l other truss connections pinned and erection bolted. Splices of butt joints of compression members, that are milled to bear and of railing shall not be permanently fastened until the spans have been swung, except that such permanent fastening may be accomplished for the truss members at any time that joint holes are fair. Splices and field connections shall have one-half of the holes filled with erection bolts and cylindrical erection pins (half bolts and half pins) before placing permanent fasteners. Splices and connections carrying traffic during erection shall have three-fourths of the holes so filled, unless otherwise permitted by the Engineer. Fitting-up bolts shall be of the same nominal diameter as the permanent fasteners and cylindrical erection pins will be 1.6 mm larger.

403.3.16 Straightening Bent Materials 403.3.18 Riveting The straightening of plates, angles, other shapes and built-up members, when permitted by the Engineer, shall be done by methods that will not produce fracture or other injury. Distorted members shall be straightened by mechanical means or, if approved by the Engineer, by the carefully planned and supervised application of a limited amount of localized heat, except that heat straightening of AASHTO M 244 (ASTM A 514) or ASTM A 517 steel members shall be done only under rigidly controlled procedures, each application subject to the approval of the Engineer. In no case shall the maximum temperature of the AASHTO M 244 (ASTM A 514) or ASTM A 517 steels exceed 607.2°C, nor shall the temperature exceed 510°C at the weld metal or within 152.4 mm of weld metal. Heat shall not be applied directly on weld metal. In all other steels, the temperature of the heated area shall not exceed 648.9°C (a dull red) as controlled by temperature indicating crayons, liquids or bimetal thermometers. Parts to be heat-straightened shall be substantially free of stress and from external forces, except stresses resulting from mechanical means used in conjunction with the application of heat.

he Pneumatic hammers shall be used for field riveting except when t use of hand tools is permitted by the Engineer. Rivets larger than 15.9 mm in diameter shall not be driven by hand. Cup-faced dollies, fitting the head closely to insure good bearing, shall be used. Connections shall be accurately and securely fitted up before the rivets are driven. Drifting shall be only such as to draw the parts into position and not sufficient to enlarge the holes or distort the metal. Unfair holes shall be reamed or drilled. Rivets shall be heated uniformly to a "light cherry red" color and shall be driven while hot. They shall not be overheated or burned. Rivet heads shall be full and symmetrical, concentric with the shank, and shall have full bearing all around. They shall not be smaller than the heads of the shop rivets. Rivets shall be tight and shall grip the connected parts securely together. Caulking or recupping will not be permitted. In removing rivets, the surrounding metal shall not be injured. If necessary, they shall be drilled out.

relation to The location of the anchor bolts in holes in expansion shoes shall orrespond c n. The nuts temperature at the time of erectio bolts at the expansion ends sha ll be adjusted to free movement of the span.

403.3.19 Pin Connections Pilot and driving nuts shall be used in driving pins. They shall be furnished by the Contractor without charge. Pins shall be so driven that the members will take full bearing on them. Pin nuts shall be screwed up tight and the threads burred at the face of the nut with a pointed tool. 403.3.20 Setting Shoes and Bearings Shoes and bearing shall not be placed on bridge seat bearing areas that are improperly finished, deformed, or irregular. They shall be set level in exact position and shall have full and even bearing. The shoes and bearing plates may be set by either of the following methods: 1.

Method 1 The bridge seat bearing area shall be heavily coated with red lead paint and then covered with three layers of 405 to 472 g/m2 duck, each layer being coated thoroughly on its top surface with red lead paint. The shoes and bearing plates shall be placed in position while the paint is plastic. As alternatives to canvas and red lead, and when so noted on the Plans or upon written permission by the Engineer, the following may be used: a. Sheet lead of the designated thickness b. Preformed fabric pad composed of multiple layers of 270 g/m2 duck impregnated and bound with high quality natural rubber or of equivalent and equally suitable materials compressed into resilient pads of uniform thickness. The number of plies shall be such as to produce the specified thickness, after compression and vulcanizing. The finished pads shall withstand compression loads perpendicular to the plane of the laminations of not less than 7 kg/mm2 without detrimental reduction in thickness or extension. c. Elastomeric bearing pads

2.

403.3.21

Preparing Metal Surfaces for P

the slotted w ith the on anchor permit the

ainting

All surfaces of new structural stee l which are to be painted shall be nless otherwise specified in the Special Provisions or blast cleaned u approved in writing by the Engineer. In repainting existing structures where partial cleaning is required, the method of cleaning will be specified in the Special Provision. The steel surfaces to be painted shall be prepared as outlined in (SSPC) meeting

the "Steel Structures Painting Council Specifications" one of the following classes of surface preparation. a. b. c. d.

SSPC — SP — 5 White Metal Blast Cleaning SSPC — SP — 6 Commercial Blast Cleaning SSPC — SP — 8 Pickling SSPC — SP — 10 Near White Blast Cleaning

Blast cleaning shall leave all su rfaces with a dense and uniform anchor pattern of not less than one and one-half mills as measured with an approved surface profile comparator. Blast cleaned surfaces shall be primed or treated the same day blast cleaning is done. If cleaned surface rust or are contaminated with foreign material before painting is accomplished, they shall be recleaned by the Contractor at his expense. When paint systems No. 1 or 3 are specified, the steel surfaces shall be blast cleaned in accordance with SSPC — SP — 10. When paint systems No. 2, 4 or 5 are specified, the steel surface shall be blast cleaned in accordance with SSPC — SP — 6. 403.3.22 System of Paint

Method 2

The paint system to be applied shall consist of o Table 403.4 and as modified in the Special Provisions.

The shoes and bearing plates shall be properly supported and fixed with grout. No load shall be placed on them until the grout has set for at least 96 hours, adequate provision being made to keep the grout well moistened during this period. The grout shall consist of one part Portland Cement to one part of fine-grained sand.

403.3.23 Painting Metal Surfaces 1.

ne as set forth in

Time of Application specified, The prime coat of paint or pretreatment when shall be applied as soon as possible after the surface has been cleaned and before deterioration of the surface occurs.

Any oil, grease, soil, dust or foreign matter deposited on the surface after the surface preparation is completed shall be removed prior to painting. In the event the rusting occurs after completion of the surface preparation, the surfaces shall be again cleaned. Particular care shall be taken to prevent the contamination of cleaned surfaces with salts, acids, alkali, or other corrosive chemicals before the prime coat is applied and between applications of the remaining coats of paint. Such contaminants shall be removed from the surface. Under these circumstances, the pretreatments or, in the absence of a pretreatment, the prime coat of paint shall be applied immediately after the surface has been cleaned. 2.

Storage of Paint and Thinner All paint and thinner should preferably be stored in a separate building or room that is well ventilated and free from excessive heat, sparks, flame or the direct ray of the sun.

3.

Paint shall not be mixed or kept in suspension by means of an air stream bubbling under the paint surface. When a skin has formed in the container, the skin shall be cut loose from the sides of the container, removed, and discarded. If such skins are thick enough to have a practical effect on the composition and quality of the paint, the paint shall not be used. The paint shall be mixed in manner which will insure ttled breaking up of all lumps, complete dispersion of se pigment, and a uniform composition. If mixing is done by hand, most of the vehicle shall be poured off into a clean container. The pigment in the paint shall be lifted from the bottom of the container with a broad, flat paddle, lumps sha ll be broken up, and the pigment thoroughly mixed w ith the vehicle. The poured off vehicle shall be returned to the paint with simultaneous stirring, or pouring repeatedly from one container to another until the composition is un iform. The bottom of the container shall be inspected for unm ixed pigment. Tinting pastes or colors shall be wetted with a small amount of thinner, vehicle, or paint and thorough ly

All containers of paint should remain unopened until required for use. Containers which have been opened shall be used first.

mixed. The thinned mixture shall be added to the large container of paint and mixed until the color is uniform.

Paint which has livered, gelled, or otherwise deteriorated during storage shall not be used. Thixotropic materials which may be stirred to attain normal consistency are satisfactory.

Paint which does not have a limited pot life, or does not deteriorate on standing, may be mixed at any time before using, but if settling has occurred, it must be rem ixed immediately before using. Paint shall not remain in spray pots, painter's buckets, etc., overnight, but shall be gathered into a container and remixed before use.

Mixing and Thinning All ingredients in any container of paint shall be thoroughly mixed before use and shall be agitated often enough during application to keep the pigment in suspension. Paint mixed in the original container shall not be transferred until all settled pigment is incorporated into the vehicle. This does not imply that part of the vehicle cannot be poured off temporarily to simplify the mixing. Mixing shall be by mechanical methods, except that hard mixing will be permitted for container up to 19 litres in size. Mixing in open containers shall be done in a well ventilated area away from sparks or flames.

No thinner shall be added to the paint unless necessary for proper application. In no case shall more than 0.5 litres of thinner be added per 3.8 litres unless the paint is intentionally formulated for greater thinning. The type specification.

of thinner shall

comply with the paint

When the use of thinner is permissible, thinner shall be added to paint during the mixing process. Painters shall not add thinner to paint after it has been thinned to the correct consistency. All thinning shall be done under supervision of one acquainted with the correct amount and type of thinner to be added to the paint.

Coating Thickne Table 403.4 - Paint System

ss

Specifications

System 3 - Inorganic Zinc-Rich Coating System Prime Coat

Areas

Paint System

High Pollution or Coastal

1

2

x

x

Min. Dry Film

3

88.90 - 127 40.80 - 76.20

Epoxy Intermediate 4

5

x

Mild Climate

708.03 (d) 708.03 (d)

x

Coat Finish Coat

708.03 (d) Total thickness

X

38.10 - 50.80 177.80 - 254

Alternate System

Note: 1. Paint system shown for severe areas are satisfactorily in less severe areas.

Prime Coat Wash Primer Tie Coat Finish Coat

2. Coastal - within 304.8 m of ocean or tidal water. High pollution-air pollution environment such as industrial areas. Mild-other than coastal areas not in air pollution environment. All structural steel shall be painted by one of the following systems. The required system or choice of systems will be shown in the Contract. System 4 is intended for use in mild climates or to repaint existing structures where the other systems are not compatible.

708.03 (d) 708.03 (d) 708.03 (d) Total thickness

88.90 - 127 12.70 38.10 - 50.80 139.70 - 190.50

System 4 - Alkyd-Oil-Basic Lead-Chromate System Prime Coat Intermediate Coat Finish Coat

708.03 (e) 708.03 (e) 708.03 (e) Total thickness

38.10 - 50.80 38.10 - 50.80 38.10 - 50.80 114.30 - 152.40

structure * The paint system may be specified as four coats for new steel in mild climate, with a minimum thickness of 152.40 mm. System 5 - Organic Zinc-Rich Paint System

Coating Thickness

Wash Prime Intermediate Coat 3rd Coat 4th Coat Finish Coat

Specifications

System 1 - Vinyl Paint System 708.03 (b) 12.7 708.03 (b) 38.10 - 50.80 708.03 (b) 38.10 - 50.80 708.03 (b) 38.10 - 50.80 708.03 (b) 38.10 - 50.80 Total thickness

Prime Coat Intermediate Coat 3rd Coat Finish Coat

Min. Dry Film

165.10 - 203.20

System 2 - Epoxy-Polymide System 708.03 (c) 50.80 - 76.20 708.03 (c) 50.80 - 76.20 708.03 (c) 50.80 - 76.20 708.03 (c) 38.10 - 50.80 Total thickness

190.50 - 279.40

* The third coat may be eliminated in mild climates

Prime Coat Intermediate Coat Wash Primer Tie Coat Finish Coat

4.

708.03 (f) 708.03 (f) 708.03 (f) 708.03 (f) Total thickness

38.10 - 50.80 50.80 - 63.50 12.70 38.10 - 50.80 139.70 - 177.80

Application of Paint a. General The oldest of each kind of paint shall be used first. Paint shall be applied by brushing or spraying or a combination of these methods. Daubers or sheepskins may be used when no other method is practicable for proper application in places of difficult access. Dipping, roller coating, or flow coating shall be used only when specifically authorized. All paints shall be applied in accordance with the manufacturer's instructions.

Open seams at contact surfaces of built up members which would retain moisture shall be caulked with red lead paste, or other approved material, before the second undercoat of paint is applied. Paint shall not be applied when the surrounding air temperature is below 4.4 C. Paint shall not be applied when the temperature is expected to drop to 0°C before the paint has dried. Paint shall not be applied to steel at a temperature over 51.7°C unless the paint is specifically formulated for application at the proposed temperature, nor shall paint be applied to steel which is at a temperature that will cause blistering or porosity or otherwise will be detrimental to the life of the paint. Paint shall not be applied in fog or mist, or when it is raining or when the relative humidity exceeds 85 percent. Paint shall not be applied to wet or damp surfaces. When paint must be applied in damp or cold weather, the steel shall be painted under cover, or protected, or sheltered or the surrounding air and the steel heated to a satisfactory temperature. In such cases, the above temperature and humidity conditions shall be met. Such steel shall remain under cover or be protected until dry or until weather conditions permit its exposure. Any applied paint exposed to excess humidity, rain or condensation shall first be permitted to dry. Then damaged areas of paint shall be removed, the surface again prepared and then repainted with the same number of coats of paint of the same kind as the undamaged areas. If stripe painting is stipulated in the Special Provisions or if the Contractor chooses to do so at his option, all edges, corners, crevices, rivets, bolts, weld and sharp edges shall be painted with the priming paint by brush before the steel receives first full prime coat of paint. Such striping shall extend for at least 25.4 mm from the edge. When practicable, this stripe coat shall be permitted to dry before the prime coat is applied, otherwise the stripe coat shall set to touch before the full prime coat is applied. However, the stripe coat shall not be permitted to dry for a period of long enough to allow rusting of the unprimed steel. When desired, the stripe coat may be applied after a complete prime coat.

of paint To the maximum extent practicable, each coat shall be applied as continuous film of uniform thickness free of pores. Any thin spots or areas missed in the application shall be repainted and permitted to dry before Film thickness is the next coat of paint is applied. included in the description of paint systems Each coat of paint shall be in a proper state of cure or dryness before application of the succeeding coat. b. Brush Application Paint shall be worked into all crevices and corners where possible and surfaces not access ible to brushes All shall be painted by spray, doubers, or sheepskins. There shall be a runs or rags shall be brushed out. minimum of brush marks left in the paint. c. Spray Application of Paint The equipment used for spray application of paint shall be suitable for the intended purpose, shall be capable of properly atomizing the paint to be applied and shall be equipped with suitable pressure regulators and gages. The air caps, nozzles, and needles shall be those recommended by the manufacturer of the equipment for the material being sprayed. The equipment shall be kept in satisfactory condition to permit proper paint application. In closed or recirculating paint spray system, where gas under pressure is used over the liquid, the gas shall be an inert, one such as nitrogen. Traps or separators shall be provided to remove oil and water from the compressed air. These traps or separators shall be adequate size and shall be drained periodically during operations. The air from the spray gun impinging against the surface shall show no water or oil. Paint ingredients shall be kept properly mixed in the spray pots or containers during paint applications either by continuous mechanical agitation or by intermittent agitation as frequently as necessary. The pressure on the material in the pot and of the air at the guns shall be adjusted for optimum spraying effectiveness. The pressure on the material in the pot shall be adjusted when necessary for changes in

elevation of the gun above the pot. The atomizing air pressure at the gun shall be high enough to atomize the paint properly but not so high as to cause excessive fogging of paint, excessive evaporation of solvent or loss by overspray.

If paint would be harmful to a welding operator or would be detrimental to the welding operation or the a finished welds, the steel shall not be painted within suitable distance from the edges to be welded. Weld ing through inorganic zinc paint systems will not be permitted unless approved by the Engineer.

Spray equipment shall be kept sufficiently clean so that dirt, dried paint and other foreign material are not deposited in the paint film. Any solvents left in the equipment shall be completely removed before applying paint to the surface being painted.

Antiweld spatter coatings shall be removed before painting. Weld slag and flux shall be removed by methods at least as effective as those specified for the cleaning.

Paint shall be applied in uniform layer, with overlapping at the edge of the spray pattern. The spray shall be adjusted so that the paint is deposited uniformly. During application, the gun shall be held perpendicular to the surface and at a distance which will insure that a wet layer of paint is deposited on the surface. The trigger of the gun should be released at the end of each stroke. All rums and sags shall be brushed out immediately or the paint shall be removed and the surface repainted. Spray application of prime coats shall in all cases be immediately followed by brushing. Areas inaccessible to the spray gun shall be painted by brush, if not accessible by brush, daubers or sheepskins shall be used. Brushes shall be used to work paint into cracks, crevices and blind spots which are not adequately painted by spray. d. Shop Painting

Machine-finished or similar surfaces that are not to be painted, but do not require protections, shall be protected with a coating of rust inhibitive petroleum, other coat ing which may be more suitable, for special conditions. Erection marks and weight marks shall be copied on area that have been previously painted with the shop coat. e. Field Painting Steel structures shall practicable after erection.

be painted as soon as

Metal which has been shop coated shall be touched up with the same type of paints as the shop coat. This touch-up shall include cleaning and painting of field connections, welds, rivets and all damaged or defective paint and rusted areas. The Contractor may, at his option, apply an overall coat of primer in place of touchup spot painting.

Shop painting shall be done after fabrication and before any damage to the surface occurs from weather or other exposure. Shop contact surfaces shall not be painted unless specified.

Surfaces (other than contact surfaces) which are accessible before erection but which will not e b accessible after erection shall receive all field coats of paint before erection.

Surfaces not to be in contact but which will be inaccessible after assembly shall receive the full paint system specified or three shop coats of the specified before assembly.

If possible the final coat of paint shall not be applied until all concrete work is finished. If concreting or other operations damage any paint, the surfaces shall be cleaned and repainted. All cement or concrete spatter and dripping shall be removed before any paint is applied.

The areas of steel surfaces to be in contact with concrete shall not be painted, unless otherwise shown on the Plans, the areas of steel surfaces to be in contact with wood shall receive either the full paint coats specified or three shop coats of the specified primer.

240

Wet paint shall be protected against damage from dust or other detrimental foreign matter to the extent practicable.

241

f. Drying of Painted Metal The maximum practicable time shall be allowed for paint to dry before recoating or exposure. No drier shall be added to paint on the job unless specifically called for in the Specifications for the paint. No painted metal shall be subjected to immersion before the paint is dried through. Paint shall be protected from rain, condensation, contamination, and freezing until dry, to the fullest extent practicable.

g. Handling of Painted Steel Painted steel shall not be handled until the paint has dried, except for necessary handling in turning for painting or stacking for drying. Paint which is damaged in handling shall be scraped off and touched-up with the same number of the coats and kinds of paint as were previously applied to the steel. Painted steel shall not be loaded for shipment or shipped until it is dry. Precautions shall be taken to minimize damage to paint films resulting from stocking members. 5.

Measurement of Dry Film Thickness of Paints a. Instrumentation Dry paint film thickness shall be measured using PullOff (Type 1) or Fixed Probe (Type 2) Magnetic Gages. Type 1 gages include Tinsley, Elcometer, Microtest and Inspector models. Type 2 gage include Elcometric, Minitector, General Electric, Verimeter and Accuderm models. b. Calibration 1. Type 1 (Pull-Off) Magnetic Gages Measure the coating thickness on a series of reliable standards covering the expected range of paint thickness. Record the calibration correction either plus (+) or minus (-) required at each standard thickness. To guard against gage drift during use, recheck occasionally with one or more of the standards.

hat When the gage adjustment has drifted so far t large corrections are needed, it is advisable to readjust closer to the standard values and re-calibrate. For Type 1 gages, the preferred basic standards are small, chromeplated steel panels that may be available from the National Bureau of Standards in coating thickness from 12.70 mm to 203.20 mm. Plastic shims of certified thickness in the appropriate ranges may also be used to calibrate the gages. The gage is held firmly enough to press the shim tightly against the steel surface. calibration correction as above.

Record the

2. Type 2 (Fixed Probe) Magnetic Gages Shims of plastic or non-magnetic metals la id on the appropriate steel base (at least 76.2 x 76.2 x 3.2 mm) are suitable working standards. These gages are held firmly enough to press the shim tightly against the steel surface. One should avoid excessive pressure that might indent the plastic or, on a blast cleaned surface, might impress the steel peaks into the undersurface of the plastic. The National Bureau of Standards — standards panels shall not be used to calibrate Type 2 gages. c. Measurement Procedures To determine the effect of the substrate surface condition on the gage readings, access is required to some unpainted areas. Repeated gage readings, even at points close together, may differ considerably due to small surface irregularities. Three gage readings should therefore be made for each spot measurement of either the substrate or the paint. Move the probe a short distance for each new gage reading. Discard any unusually high of flow gage reading that cannot be repeated onsistently. c Take the average of the three gage read ings as the spot measurement. 1. Measurement with Type 1 (Pull-Off) Gage Measure (A), the bare substrate, at a number of spots to obtain a representative average value.

Measure (B), the dry paint film, at the specified number of spots. Correct the (A) and (B) gage readings or averages as determined by calibration of the gage. Subtract the corrected readings (A) from (B) to obtain the thickness of the paint above the peaks of the surface. 2. Measurement with Type 2 (Fixed Probe) Gage Place a standard shim of the expected paint thickness on the bare substrate that is to be painted. Adjust the gage in place on the shim so that it indicates the known thickness of the shim. Conform the gage setting by measuring the shim at several other area of the bare substrate. Readjust the gage as needed to obtain an average setting representative of the substrate. With the gage adjustment as above, measure the dry paint film at three points. The gage readings indicate the paint film thickness at the three points. The gage readings indicate the paint thickness above the peaks of the surface profile. Re-check the gage setting at frequent intervals during a long series of measurements. Make five separate spot measurements spaced evenly over each section of the structure 9.29 square meters in area, or of other area as may be specified. The average of five spot measurements for each such section shall not be less than the specified thickness. No single spot measurement (average of three readings) in any section shall be less than 80% of the specified thickness. Since paint thickness is usually specified (or implied) as a minimum, greater thickness that does not cause defects of appearance or functions such as mud cracking, wrinkling, etc., is permitted unless otherwise specified. d. Special Notes

y Much larger, external errors may be caused b variations in method of use of the gages or by unevenness of the surface of the substrate or of the coating. Also, any other film present on the stee l (rust or mill scale or even a blast cleaned profile zone) will add to the apparent thickness of the applied paint film. The surface of the paint and the probe of the gage must be free from dust, grease and other foreign matter in order to obtain close contact of the probe with the paint and also to avoid adhesion of the magnet. The accuracy of the measurement will be affected if the coating is tacky or excessively soft. The magnetic gages are sensitive to geometrical discontinuities of the steel, as at holes, corners or edges. The sensitivity to edge effects and discontinuities varies from gage to gage. Measurements closer than 25 .4 mm from the discontinuity may not be valid unless the gage is calibrated specifically for that location. Magnetic gage readings also may be affected by proximity to another mass of steel close to the body of the gage, by surface curvature and presence of other magnetic fields. All of the magnets or probe must be eld h perpendicular to the painted surface to produce valid measurements. 403.3.24 Clean - up ontractor shall Upon completion and before final acceptance, the C remove all falsework, falsework piling down to at least 609.6 mm below the finished ground line, excavated or unused materials, rubbish and temporary buildings. He shall replace or renew any fences damaged and restore in an acceptable manner all property, both public and private, which may have been damaged during the prosecution of the work and shall leave the work site and adjacent highway in a neat and presentable condition, satisfactory to the Engineer. All excavated material or falsework placed in the stream channel during construction shall be removed by the Contractor before final acceptance. 403.4 Method of Measurement

All of the above magnetic, if properly adjusted and in good condition, are inherently accurate to within +15% of the true thickness of the coating.

244

403.4.1 Unit Basis number of The quantity of structural steel to be paid for shall be the kilos complete in place and accepted. For the purpose of measurement for payment components fabricated from metals listed in (1) below, such 245

as casting, alloy steels, steel plates, anchor bolts and nuts, shoes, rockers, rollers, pins and nuts, expansion dams, roadway drains and souppers, welds metal, bolts embedded in concrete, cradles and brackets, posts, conduits and ducts, and structural shapes for expansion joints and pier protection will be considered as structural steel. Unless otherwise provided, the mass of metal paid for shall be computed and based upon the following mass: 1.

7849 7208.3

Shapes, Plates Railing and Flooring

The mass of railing shall be included as structural steel unless the Bill of Quantities contains as pay Item for bridge railing under Item 401, Railings. The mass of steel grid flooring shall be computed separately. Casting

The mass of casting shall be computed from the dimensions shown on the approved drawings, deducting for open holes. To this mass will be added 5 percent allowable for fillets and overruns. Scale mass may be substituted for computed mass in the case of castings of small complex parts for which accurate computations of mass would be difficult. 4.

Rivet Heads

The mass of all rivet heads, both files and shop, will be assumed as follows: Diameter of rivet (mm)

kg per 100 heads

12.7 15.9 19.0 22.2 25.4 28.6 31.7

1.80 3.20 5.44 8.16 11.80 16.33 21.80

2771.2 8585.9 8938.3 7128.2 7528.7 11229.0

The mass of steel shapes and plates shall be computed on the basis of their nominal mass and dimensions as shown on the approved shop drawings, deducting for copes, cuts and open holes, exclusive of rivets holes. The mass of all plates shall be computed on the basis of nominal dimensions with no additional for overrun.

3.

5.

Unit Density kg/m3 Aluminum, cast or rolled Bronze or copper alloy Copper sheet Iron, cast Iron, malleable Lead, sheet Steel, cast or rolled, including alloy copper bearing and stainless Zinc

2.

and rods used for supporting members during the sills, struts, transportation, br idge hardware as defined in Subsection 402.2.2 excluding steel plates and bearings, connectors used for joining timber members , nails, spikes and bolts, except anchor bolts will be excluded.

Miscellaneous

The mass of erection bolts, shop and field paint, galvanizing the boxes, crates and other containers used for shipping, together with

6.

High-Strength Bolts

High-strength steel bolts shall be considered for purpose of payment, the same as rivets of the same diameter, with the mass of the bolt heads and nuts the same as the corresponding rivet heads. 7.

Welds

The mass of shop and field fillet welds shall be assumed as follows: Size of Weld (mm) 6.3 7.9 9.5 12.7 15.9 19.0 22.2 25.4

kg per linear meter 0.984 1.213 1.771 2.690 3.936 5.379 7.314 9.774

The mass of other welds will be computed on the basis of the theoretical volume from dimensions of the welds, with an addition of 50 mass percent as an allowance for overrun.

8. Other Items The quantities of other Contract Items which enter into the completed and accepted structure shall be measured for payment in the manner prescribed for the Items involved.

bridge site, erecting, magnetic particle inspection and radiographing, complete ready for use including furnishing and applying the field paint including all labor, equipment, tools and incidentals necessary to complete the work, save furnishing and fabrication, and except as provided in Subsections 403.5.2, 403.5.3 and 403.5.4.

403.4.2 Lump Sum Basis 4. Lump Sum Lump sum will be the basis of payment unless noted otherwise in the bidding documents. No measurements of quantities will be made except as provided in Subsection 403.5.1 (4). 403.5 Basis of Payment 403.5.1 Structural Steel 1. Furnished, Fabricated and Erected The quantity, determined as provided above, shall be paid for at the contract unit price per kilogram for "Structural Steel, furnished, fabricated and erected", which price and payment shall constitute full compensation for furnishing, galvanizing, fabricating, radiographing, magnetic particle inspection, delivering, erecting ready for use, and painting all steel and other metal including all labor, equipment, tools and incidentals necessary to complete the work, except as provided in Subsections 403.5.2, 403.5.3 and 403.5.4. 2. Furnished and Fabricated When a quantity and unit price for "Structural Steel, furnished and fabricated" are shown in the Bill of Quantities, the quantity, determined as provided above, will be paid for at the contract unit price per kilogram which price and payment shall be full compensation for furnishing, galvanizing, fabricating, radiographing, magnet particle inspection, shop painting and delivering the structural steel and other metal free of charges at the place designated in the Special Provisions and for all labor, equipment, tools and incidentals necessary to complete the work, save erection and except as provided in Subsection 403.5.2, 403.5.3 and 403.5.4. 3. Erected When a quantity and unit price for "Structural Steel Erected" are shown in the Bill of Quantities, the quantity, determined as provided above, will be paid for at the said contract unit price per kilogram which price and payment shall be full compensation for unloading all the structural steel and other metal, payment of any demurrage charges, transporting to the

When the Bill of Quantities calls for lump sum price for "Structural Steel, furnished, fabricated and erected", the Item will be paid for at the contract lump sum price and payment shall be full compensation for furnishing, fabricating and erecting material and for all work herein before prescribed in connection therewith, including all labor, equipment, tools and incidentals necessary to complete the work, except as provided in Subsections 403.5.2, 403.5.3 and 403.5.4. The estimate of the mass of structural steel shown on the Plans is approximate only and no guarantee is made that it is the correct mass to be furnished. No adjustment in the contract price will be made if the mass furnished is more or less than estimated mass. If changes in the work are ordered by the Engineer, which vary the mass of steel to be furnished, the lump sum payment shall be adjusted as follows: a. The value per kilogram of the increase or decrease in mass of structural steel involved in the change shall be determined by dividing the contract lump sum amount by the estimate of mass shown on the Plans. The adjusted contract lump sum payment shall be the contract lump sum plus or minus the value of the steel involved in the change, and no additional compensation shall be made on account of said change. b. Full-size members which are tested in accordance with the Specifications when such tests are required by the Contract, shall be paid for at the same rate as for comparable members in the structure. Members which fail to meet the Contract requirements, and members rejected as a result of test shall not be paid for. 403.5.2 Material Considered as Structural Steel For the purpose of Subsection 403.5.1 and unless otherwise shown on the Plans, castings, forgings, special alloy steels and steel plates, wrought iron, and structural shapes of expansion joints and pier protection shall be considered as structural steel except that when

quantities and unit price for certain alloy steels, forgings, castings or other specific categories of metal are called for in the Bill of Quantities, the mass of such selected material, determined as provided above, shall be paid for at the respective contract unit price per kilogram for "Structural Steel (Alloy steel, forgings, castings, and/or other category), furnished and fabricated, and erected" or "Structural Steel (Subsection 403.4.1), furnished and fabricated" as named in the Bill of Quantities. 403.5.3 Other Items

ITEM 404

— REINFORCING STEEL

404.1 Description This Item shall consist of furnishing, bending, fabricating and einforcement of the type, size, shape and grade placing of steel r required in accordance with this Specification and in conformity with the on the Plans or as directed by the Engineer. requirements shown 404.2 Material Requiremen

ts

The quantities of all other Contract Items which enter into the completed and accepted structure shall be paid for at the contract unit prices for the several Pay Items as prescribed for the Items involved.

Reinforcing steel shall meet the requirements of Item Reinforcing Steel and Wire Rope.

403.5.4 Payment as Reinforcing Steel

404.3 Construction Requirements

When the Bill of Quantities does not contain a Pay Item for structural steel, the quantities of metal drains, scuppers, conduits, ducts and structural shapes for expansion joints and pier protection, measured as provided above will be paid for as Reinforcing Steel under Item 404.

404.3.1 Order Lists

Payment will be made under: Unit of Pay Item Number 403 (1)

403 (2)

403 (3) 403 (4) 403 (5) 403 (6) 403 (7)

Description Structural Steel, furnished, fabricated and erected Structural Steel, furnished, fabricated and erected Structural Steel, furnished, fabricated Structural Steel, furnished, fabricated Structural Steel erected Structural Steel erected Structural Steel, furnished, fabricated and erected

Measurement

710,

Before materials are ordered, all order lists and bending diagrams shall be furnished by the Contractor, for approval of the Engineer. The approval of order lists and bending diagrams by the Engineer shall in no way relieve the Contractor of responsibility for the correctness of such lists and diagrams. Any expense incident to the revisions of materials furnished in accordance with such lists and diagrams to make them comply with the Plans shall be borne by the Contractor. 404.3.2 Protection of Material

kilogram

kilogram

kilogram kilogram kilogram kilogram kilogram

Where separate payment is to be made for certain metals or for certain particular components, other than under the general provision for structural steel, designation of those particular cases shall be inserted in the spaces provided in the pay names for Item 403 (2), 403 (4) or 403 (6), as the case may be.

Steel reinforcement shall be stored above the surface of the ground upon platforms, skids, or other supports and shall be protected as far as practicable from mechanical injury and surface deterioration caused by exposure to conditions producing rust. When placed in the work, reinforcement shall be free from dirt, detrimental rust, loose scale, paint, grease, oil, or other foreign materials. Reinforcement shall be free from injurious defects such as cracks and laminations. Rust, surface seams, surface irregularities or mill scale will not be cause for rejection, provided the minimum dimensions, cross sectional area and tensile properties of a hand wire brushed specimen meets the physical requirements for the size and grade of steel specified. 404.3.3 Bending All reinforcing bars requiring bending shall be cold-bent to the shapes shown on the Plans or as required by the Engineer. Bars shall be bent around a circular pin having the following diameters (D) in relation to the nominal diameter of the bar (d):

Nominal diameter, d, mm 10 to 20 25 to 28 32 and greater

Pin diameter (D) 6d 8d 10d

Bends and hooks in stirrups or ties may be bent to the diameter of the principal bar enclosed therein. 404.3.4 Placing and Fastening All steel reinforcement shall be accurately placed in the position shown on the Plans or as required by the Engineer and firmly held there during the placing and setting of the concrete. Bars shall be tied at all intersections except where spacing is less than 300 mm in each directions, in which case, alternate intersections shall be tied. Ties shall be fastened on the inside.

Splice Typ

e

Grade 280

Grade 420

But not less

(40)

(60)

than

Tension Compression

24 bar dia 20 bar dia

36 bar dia 24 bar dia

300 mm 300 mm

shall be placed in contact and wired In lapped splices, the bars together. Lapped splices will not be permitted at locations where the concrete section is insufficient to provide minimum clear distance of one and one-third the maximum size of coarse aggregate between the splice and the nearest adjacent ba r. Welding of reinforcing steel shall be done only if detailed on the P lans or if authorized by the Engineer in writing. Spiral reinforcement shall be spliced by lapping at least one and a half turns or by butt welding unless otherwise shown on the Plans. 404.3.6 Lapping of Bar Mat

Distance from the forms shall be maintained by means of stays, blocks, ties, hangers, or other approved supports, so that it does not vary from the position indicated on the Plans by more than 6mm. Blocks for holding reinforcement from contact with the forms shall be precast mortar blocks of approved shapes and dimensions. Layers of bars shall be separated by precast mortar blocks or by other equally suitable devices. The use of pebbles, pieces of broken stone or brick, metal pipe and wooden blocks shall not be permitted. Unless otherwise shown on the Plans or as required by the Engineer, the minimum distance between bars shall be 40 mm. Reinforcement in any member shall be placed and then inspected and approved by the Engineer before the placing of concrete begins. Concrete placed in violation of this provision may be rejected and removal may be required. If fabric reinforcement is shipped in rolls, it shall be straightened before being placed. Bundled bars shall be tied together at not more than 1.8 m intervals. 404.3.5 Splicing

Sheets of mesh or bar mat reinforcement shall overlap each other sufficiently to maintain a uniform strength and shall be securely fastened at the ends and edges. The overlap shall not be less than one mesh in width. 404.4 Method of Measurement The quantity of reinforcing steel to be paid for will be the final quantity placed and accepted in the completed structure. No allowance will be made for tie-wires, separators, wire chairs and other material used in fastening the reinforcing steel in place. If bars are substituted upon the Contractor's request and approved by the Engineer and as a result thereof more steel is used than specified, only the mass specified shall be measured for payment. No measurement or payment will be made for splices added by the Contractor unless directed or approved by the Engineer.

All reinforcement shall be furnished in the full lengths indicated on the Plans. Splicing of bars, except where shown on the Plans, will not be permitted without the written approval of the Engineer. Splices shall be staggered as far as possible and with a minimum separation of not less than 40 bar diameters. Not more than one-third of the bars may be spliced in the same cross-section, except where shown on the Plans.

When there is no item for reinforcing steel in the Bill of Quantities, costs will be considered as incidental to the other items in the Bill of Quantities. 404.5 Basis of Payment

Unless otherwise shown on the Plans, bars shall be lapped a minimum distance of:

The accepted quantity, measured as prescribed in Section 404.4, shall be paid for at the contract unit price for Reinforcing Steel which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.

252

253

Payment will be made under:

405.2.2 F ine Aggregate

Pay Item Number

Description

Unit of Measurement

404

Reinforcing Steel

Kilogram

ITEM 405 — STRUCTURAL CONCRETE 405.1

Description

405.1.1 Scope This Item shall consist of furnishing, placing and finishing concrete in all structures except pavements in accordance with this Specification and conforming to the lines, grades, and dimensions shown on the Plans. Concrete shall consist of a mixture of Portland Cement, fine aggregate, coarse aggregate, admixture when specified, and water mixed in the proportions specified or approved by the Engineer. 405.1.2 Classes and Uses of Concrete Five classes of concrete are provided for in this Item, namely: A, B, C, P and Seal. Each class shall be used in that part of the structure as called for on the Plans. The classes of concrete will generally be used as follows: Class A — All superstructures and heavily reinforced substructures. The important parts of the structure included are slabs, beams, girders, columns, arch ribs, box culverts, reinforced abutments, retaining walls, and reinforced footings.

It shall confo 405.2.3 C

rm to all the requirements of Subsection 311.2.2.

oarse Aggregate

It shall conform al l the requirements of Subsection 311.2.3 except n shall conform to Table 405.1. that gradatio Table 405.1 — Grading Requirements fo Sieve Desisnation Standard Alternate mm US Standard 63 50 37.5 25 19.0 12.5 9.5 4.75

2-1/2" 2" 1-1/2" 1" 3/4" %" 3/8" No.4

Class A

100 95 - 100 35 - 70 10 - 30 0-5

r Coarse Agg

regate

Mass Percent Passing Class Class Class B C P

100 35 - 70 10 - 30 0-5

100 100 90 - 100 40 - 70 0 - 15*

20 - 55 0 - 10"

Class Seal

100 95 - 100 25 - 60 0 - 10*

* The measured cement content shall be within plus (+) or minus (-) 2 mass percent of the design cement content. 405.2.4 Water It shall conform to the requirements of Subsection 311.2.4. 405.2.5 Reinforcing Steel

Class B — Footings, pedestals, massive pier shafts, pipe bedding, and gravity walls, unreinforced or with only a small amount of reinforcement. Class C — Thin reinforced sections, railings, precast R.C. piles and cribbing and for filler in steel grid floors.

It shall conform to the requirements of Item 710, Reinforcing Steel and Wire Rope. 405.2.6 Admixtures Admixtures shall conform to the requirements of Subsection 311.2.7.

Class P — Prestressed concrete structures and members. 405.2.7 Curing Materials Seal — Concrete deposited in water. 405.2

Material Requirements

405.2.1 Portland Cement It shall conform to all the requirements of Subsection 311.2.1.

Curing materials shall conform to the requirements of Subsection 311.2.8. 405.2.8 Expansion Joint Materials Expansion joint materials shall be:

1.

Preformed Sponge Rubber and Cork, conforming to AASHTO M 153.

2.

Hot-Poured Elastic Type, conforming to AASHTO M 173.

3.

Preformed Fillers, conforming to AASHTO M 213.

These shall conform to AASHTO M 220. Elastomeric Bearing Pads

These shall conform to AASHTO M 251 or Item 412 - Elastomeric Bearing Pads. 405.2.11

Production Requiremen

ts

roportioning and Strength of Structural Concrete 405.4.1 P terials shall be proportioned in accordance with The concrete ma the requirements for each class of concrete as specified in Table 405.2, using the absolute volume method as outlined in the American Concrete (ACI) Standard 211.1. "Recommended Practice for Selecting Institute r Normal and Heavyweight Concrete". Other methods of Proportions fomay be employed in the mix design with prior approval of proportioning the Engineer. The mix shall either be designed or approved by the Engineer. A change in the source of materials during the progress of work may necessitate a new mix des ign.

405.2.9 Elastomeric Compression Joint Seals

405.2.10

405.4

The strength requirements for each class of concrete shall be as specified in Table 405.2.

Storage of Cement and Aggregates Table 405.2 - Composition and Strength of Concrete for Use in Structures

Storage of cement and aggregates shall conform to all the requirements of Subsection 311.2.10, Class of Concrete

405.3 Sampling and Testing of Structural Concrete As work progresses, at least one (1) sample consisting of three (3) concrete cylinder test specimens, 150 x 300 mm, shall be taken from each seventy five (75) cubic meters of each class of concrete or fraction thereof placed each day. Compliance with the requirements of this Section shall be determined in accordance with the following standard methods of AASHTO: Sampling of fresh concrete Weight per cubic metre and air content (gravi-metric) of concrete Sieve analysis of fine and coarse aggregates Slump of Portland Cement Concrete Specific gravity and absorption of fine aggregate

kg/kg

A

364 (9.1 bags)

0.53

50 - 100

37.5 - 4.75 (1-1/2" - No. 4)

20.7

B

320 (8 bags)

0.58

50 - 100

50 - 4.75 (2" - No. 4)

16.5

C

380 (9.5 bags)

0.55

50 - 100

12.5 - 4.75 (1/2" - No. 4)

20.7

P

440 (11 bags)

0.49

100 max.

19.0 - 4.75 (3/4" - No. 4)

37.7

Seal

380 (9.5 bags)

0.58

100 - 200

25 - 4.75 (1" - No. 4)

20.7

T 84

Tests for strength shall be made in accordance with the following: Making and curing concrete compressive and flexural tests specimens in the field Compressive strength of molded concrete Cylinders

T 23

Consistency Designated Minimum Range in Size of Coarse Compressive Slump Aggregate Strength of 150x300 mm mm Square Concrete Opening Cylinder Std. mm Specimen at 28 days, MN/m2

40kg/ (bag**)

T 141 T 121 T 27 T119

Minimum Maximum Cement Water/ Content Cement Per m3 Ratio

T 22 * The measured cement content shall be within plus or minus 2 mass percent of the design cement content. ** Based on 40 kg/bag

256

257

405.4.2 Consistency Batching shall be conducted as to result in a two (2) Concrete shall have a consistency such that it will be workable in the required position. It shall be of such a consistency that it will flow around reinforcing steel but individual particles of the coarse aggregate when isolated shall show a coating of mortar containing its proportionate amount of sand. The consistency of concrete shall be gauged by the ability of the equipment to properly place it and not by the difficulty in mixing and transporting. The quantity of mixing water shall be determined by the Engineer and shall not be varied without his consent. Concrete as dry as it is practical to place with the equipment specified shall be used. 405.4.3 Batching Measuring and batching of materials shall be done at a batching plant 1. Portland Cement Either sacked or bulk cement may be used. No fraction of a sack of cement shall be used in a batch of concrete unless the cement is weighed. All bulk cement shall be weighed on an approved weighing device. The bulk cement weighing hopper shall be properly sealed and vented to preclude dusting operation. The discharge chute shall not be suspended from the weighing hopper and shall be so arranged that cement will neither be lodged in it nor leak from it. Accuracy of batching shall be within plus (+) or minus (-) 1 mass percent. 2. Water Water may be measured either by volume or by weight. The accuracy of measuring the water shall be within a range of error of not more than 1 percent. 3. Aggregates Stockpiling of aggregates shall be in accordance with Subsection 311.2.10. All aggregates whether produced or handled by hydraulic methods or washed, shall be stockpiled or binned for draining for at least 12 hours prior to batching. Rail shipment requiring more than 12 hours will be accepted as adequate binning only if the car bodies permit free drainage. If the aggregates contain high or non-uniform moisture content, storage or stockpile period in excess of 12 hours may be required by the Engineer.

mass percent maximum tolerance for the required materials. 4. Bins and Scales The batching plant shall include separate bins for bulk cement, fine aggregate and for each size of coarse aggregate, a weighing hopper, and scales capable of determining accurately the mass of each component of the batch. Scales shall be accurate to one-half throughout the range used.

(0.5) percent

5. Batching When batches are hauled to the mixer, bulk cement shall be transported either in waterproof compartments or between the fine and coarse aggregate. When cement is placed in contact with moist aggregates, batches will be rejected unless mixed within 1-1/2 hours of such contact. Sacked cement may be transported on top of the aggregates. Batches shall be delivered to the mixer separate and intact. Each batch shall be dumped cleanly into the mixer without loss, and, when more than one batch is carried on the truck, without spilling of material from one batch compartment into another. 6. Admixtures The Contractor shall follow an approved procedure for adding the specified amount of admixture to each batch and will be responsible for its uniform operation during the progress of the work. He shall provide separate scales for the admixtures which are to be proportioned by weight, and accurate measures for those to be proportioned by volume. Admixtures shall be measured into the mixer with an accuracy of plus or minus three (3) percent. The use of Calcium Chloride as an admixture will not be permitted. 405.4.4 Mixing and Delivery Concrete may be mixed at the site of construction, at a central point or by a combination of central point and truck mixing or by a combination of central point mixing and truck agitating. Mixing and delivery of concrete shall be in accordance with the appropriate

requirements of AASHTO M 157 except as modified in the following paragraphs of this section, for truck mixing or a combination of central point and truck mixing or truck agitating. Delivery of concrete shall be regulated so that placing is at a continuous rate unless delayed by the placing operations. The intervals between delivery of batches shall not be so great as to allow the concrete inplace to harden partially, and in no case shall such an interval exceed 30 minutes. In exceptional cases and when volumetric measurements are authorized, for small project requiring less than 75 cu.m. per day of pouring, the weight proportions shall be converted to equivalent volumetric proportions. In such cases, suitable allowance shall be made for variations in the moisture condition of the aggregates, including the bulking effect in the fine aggregate. Batching and mixing shall be in accordance with ASTM C 685, Section 6 through 9. Concrete mixing, by chute is allowed provided that a weighing scales for determining the batch weight will be used. For batch mixing at the site of construction or at a central point, a batch mixer of an approved type shall be used. Mixer having a rated capacity of less than a one-bag batch shall not be used. The volume of concrete mixed per batch shall not exceed the mixer's nominal capacity as shown on the manufacturer's standard rating plate on the mixer except that an overload up to 10 percent above the mixer's nominal capacity may be permitted, provided concrete test data for strength, segregation, and uniform consistency are satisfactory and provided no spillage of concrete takes place. The batch shall be so charge into the drum that a portion of the water shall enter in advance of the cement and aggregates. The flow of water shall be uniform and all water shall be in the drum by the end of the first 15 seconds of the mixing period. Mixing time shall be measured from the time all materials, except water, are in the drum. Mixing time shall not be less than 60 seconds for mixers having a capacity of 1.5 m3 or less. For mixers having a capacity greater than 1.5m3, the mixing time shall not be less than 90 seconds. If timing starts, the instant the skip reaches its maximum raised position, 4 seconds shall be added to the specified mixing time. Mixing time ends when the discharge chute opens. The mixer shall be operated at the drum speed as shown on the manufacturer's name plate on the mixer. Any concrete mixed less than the specified time shall be discarded and disposed off by the Contractor at his own expenses. The timing device on stationary mixers shall be equipped with a bell or other suitable warning device adjusted to give a clearly audible signal each time the lock is released. In case of failure of the timing device, the Contractor will be permitted to continue operations while it is being repaired, provided he furnishes an approved timepiece equipped with minute and second hands. If the timing device is not placed in good

ng order within 24 hours, further use of the mixer will be prohibited worki until repairs are made. Retempering concrete will not be permitted. Admixtures for increas ing the workability , for retarding the set, or for accelerating the set or improving the pumping characteristics of the concrete will be permitted only when specifically provided for in the Contract, or authorized in writing by the Engineer. Mixing Concrete: General Concrete shall be thoroughly mixed in a mixer of an approved size and type that will insure a uniform distribution of the materials throughout the mass. All concrete shall be mixed in mechanically operated mixers. Mixing plant and equipment for transporting and placing concrete shall be arranged with an ample auxiliary installation to provide a minimum supply of concrete in case of breakdown of machinery or in case the normal supply of concrete is disrupted. The auxiliary supply of concrete shall be sufficient to complete the casting of a section up to a construction joint that will meet the approval of the Engineer. Equipment having components made of aluminum or magnesium alloys, which would have contact with plastic concrete during mixing, transporting or pumping of Portland Cement concrete, shall not be used. Concrete mixers shall be equipped with adequate water storage and a device of accurately measuring and automatically controlling the amount of water used. Materials shall be measured by weighing. The apparatus provided for weighing the aggregates and cement shall be suitably designed and constructed for this purpose. The accuracy of all weighing devices except that for water shall be such that successive quantities can be measured to within one (1) percent of the desired amounts. The water measuring device shall be accurate to plus or minus 0.5 mass percent. All measuring devices shall be subject to the approval of the Engineer. Scales and measuring devices shall be tested at the expense of the Contractor as frequently as the Engineer may deem necessary to insure their accuracy. Weighing equipment shall be insulated against vibration or movement of other operating equipment in the plant. When the entire plant is running, the scale reading at cut-off shall not vary from the weight designated by the Engineer more than one (1) mass percent for cement, one and a half (1-1/2) mass

percent for any size of aggregate, or one (1) mass percent for Mixers shall be operated with an automatic timing device that can be locked by the Engineer. The time device and discharge mechanics shall be so interlocked that during normal operation no part of the batch will be charged until the specified mixing time has elapsed.

the total aggregate in any batch. 2.

Mixing Concrete at Site Concrete mixers may be of the revolving drum or the revolving blade type and the mixing drum or blades shall be operated uniformly at the mixing speed recommended by the manufacturer. The pick-up and throw-over blades of mixers shall be restored or replaced when any part or section is worn 20 mm or more below the original height of the manufacturer's design. Mixers and agitators which have an accumulation of hard concrete or mortar shall not be used.

The first batch of concrete materials placed in the mixer shall contain a sufficient excess of cement, sand, and water to coat inside of the drum without reducing the required mortar content of the mix. When mixing is to cease for a period of one hour or more, the mixer shall be thoroughly cleaned. 3.

When bulk cement is used and volume of the batch is 0.5 3 m or more, the scale and weigh hopper for Portland Cement shall be separate and distinct from the aggregate hopper or hoppers. The discharge mechanism of the bulk cement weigh hopper shall be interlocked against opening before the full amount of cement is in the hopper. The discharging mechanism shall also be interlocked against opening when the amount of cement in the hopper is underweight by more than one (1) mass percent or overweight by more than three (3) mass percent of the amount specified. When the aggregate contains more water than the quantity necessary to produce a saturated surface dry condition, representative samples shall be taken and the moisture content determined for each kind of aggregate. The batch shall be so charged into the mixer that some water will enter in advance of cement and aggregate. All water shall be in the drum by the end of the first quarter of the specified mixing time. Cement shall be batched and charged into the mixer so that it will not result in loss of cement due to the effect of wind, or in accumulation of cement on surface of conveyors or hoppers, or in other conditions which reduce or vary the required quantity of cement in the concrete mixture. The entire content of a batch mixer shall be removed from the drum before materials for a succeeding batch are placed therein. The materials composing a batch except water shall be deposited simultaneously into the mixer. All concrete shall be mixed for a period of not less than 11/2 minutes after all materials, including water, are in the mixer. During the period of mixing, the mixer shall operate at the speed for which it has been designed.

Mixing Concrete at Central Plant Mixing at central plant shall conform to the requirements for mixing at the site.

4.

Mixing Concrete in Truck Truck mixers, unless otherwise authorized by the Engineer, shall be of the revolving drum type, water-tight, and so constructed that the concrete can be mixed to insure a uniform distribution of materials throughout the mass. All solid materials for the concrete shall be accurately measured and charged into the drum at the proportioning plant. Except as subsequently provided, the truck mixer shall be equipped with a device by which the quantity of water added can be readily verified. The mixing water may be added directly to the batch, in which case a tank is not required. Truck mixers may be required to be provided with a means of which the mixing time can be readily verified by the Engineer. The maximum size of batch in truck mixers shall not exceed the minimum rated capacity of the mixer as stated by the manufacturer and stamped in metal on the mixer. Truck mixing, shall, unless otherwise directed be continued for not less than 100 revolutions after all ingredients, including water, are in the drum. The mixing speed shall not be less than 4 rpm, nor more than 6 rpm. Mixing shall begin within 30 minutes after the cement has been added either to the water or aggregate, but when cement is charged into a mixer drum containing water or surface wet aggregate and when the temperature is above 32°C, this limit shall be reduced to 15 minutes. The limitation in time between the introduction of the cement to the aggregate and the beginning of the mixing may be waived when, in the judgement of the Engineer, the aggregate is sufficiently free from

moisture, so that there will be no harmful effects on the cement. When a truck mixer is used for transportation, the mixing time specified in Subsection 405.4.4 (3) at a stationary mixer may be reduced to 30 seconds and the mixing completed in a truck mixer. The mixing time in the truck mixer shall be as specified for truck mixing. 5.

Transporting Mixed Concrete Mixed concrete may only be transported to the delivery point in truck agitators or truck mixers operating at the speed designated by the manufacturers of the equipment as agitating speed, or in non-agitating hauling equipment, provided the consistency and workability of the mixed concrete upon discharge at the delivery point is suitable point for adequate placement and consolidation in place. Truck agitators shall be loaded not to exceed the manufacturer's guaranteed capacity. They shall maintain the mixed concrete in a thoroughly mixed and uniform mass during hauling. No additional mixing water shall be incorporated into the concrete during hauling or after arrival at the delivery point. The rate of discharge of mixed concrete from truck mixers or agitators shall be controlled by the speed of rotation of the drum in the discharge direction with the discharge gate fully open. When a truck mixer or agitator is used for transporting concrete to the delivery point, discharge shall be completed within one hour, or before 250 revolutions of the drum or blades, whichever comes first, after the introduction of the cement to the aggregates. Under conditions contributing to quick stiffening of the concrete or when the temperature of the concrete is 30°C, or above, a time less than one hour will be required.

6.

Delivery of Mixed Concrete The Contractor shall have sufficient plant capacity and transportation apparatus to insure continuous delivery at the rate required. The rate of delivery of concrete during concreting operations shall be such as to provide for the proper handling, placing and finishing of the concrete. The rate shall be such that the interval between batches shall not exceed 20

thods of delivering and handling the concrete minutes. The me shall be such as will facilitate placing of the minimum handling.

405.5 M

ethod of Measurement

f structural concrete to be paid for will be the final The quantity o quantity placed and accepted in the completed structure. No deduction 100 mm in will be made for the volume occupied by pipe less than diameter or by reinforcing steel, anchors, conduits, weep holes or expansion joint materials. 405.6 Bas is of Payment ection 405.5, The accepted quantities, measured as prescribed in S shall be paid fo r at the contract unit price for each of the Pay Item listed below that is inc luded in the Bill of Quantities. Payment shall constitute fu ll compensation for furnishing, placing and finishing concrete ncluding all labor, equipment, tools and i incidentals necessary to complete the work prescribed in the Item. Payment will be made under:

Pay Item Number 405 (1) 405 (2) 405 (3) 405 (4) 405 (5)

Description

Unit of Measurement

Structural Concrete, Class A Structural Concrete, Class B Structural Concrete, Class C Structural Concrete, Class P Seal Concrete

ITEM 406 — PRESTRESSED CONCRETE S

Cubic Meter Cubic Meter Cubic Meter Cubic Meter Cubic Meter

TRUCTURES

406.1 Description oncrete structures and the This Item shall consist of prestressed c prestressed concrete portions of composite structures, constructed in reasonably close conformity with the lines, grades and dimensions shown on the Plans or established by the Engineer and in accordance with this Specification. It shall also include the furnishing and installing of any appurtenant items necessary for the particular prestressing system to be used, including but not limited to ducts, anchorage assemblies and grouts used for pressure grouting ducts.

7

nclosures

406.2 Material Requirements

406.2.

406.2.1 Concrete and Grout

steel shall be galvanized ferrous Duct enclosures for prestressing metal or of a type of mortartight and accurately placed at the locations shown on the Plans or approved by the Engineer. Transition couplings connect ing said ducts to anchoring devices need not be galvanized.

The materials for concrete and grout shall conform to Item 405, Structural Concrete. The concrete shall be Class P as shown in Table 405.2, unless otherwise shown on the Plans or specified in the Special Provisions. The proportions of the grout will be as set out in Subsection 406.3.11, Bonding Steel. 406.2.2 Prestressing Reinforcing Steel It shall conform to Item 710, Reinforcing Steel and Wire Rope. 406.2.3 Prestressing Steel It shall conform to the requirements of Item 710, Reinforcing Steel and Wire Rope. All prestressing steel shall be protected against physical damage and rust or other results of corrosion at all times from manufacture to grouting. Prestressing steel that has sustained physical damage at any time shall be rejected. 406.2.4 Packaging, Storing and Shipping Prestressing steel shall be packaged in containers or other shipping forms for the protection of the steel against physical damage and corrosion during shipping and storage. A corrosion inhibitor which prevents rust or other results of corrosion shall be placed in the package or form, or when permitted by the Engineer, may be applied directly to the steel. The corrosion inhibitor shall have no deleterious effect on the steel or concrete or bond strength of concrete to steel. Packaging or forms damaged from any cause shall be immediately replaced or restored to original condition.

406.2.8 S

This shall conform to Item 412, Elastomeric Bearing Pads.

ampling and Testing

shipped to the All wire, strand, anchorage assemblies or bars to be site shall be assigned a lot number and tagged for identification purposes. All samples submitted shall be representative of the lot to be furnished and in the case of wire or strand, shall be taken from the same master roll. All of the materials specified for testing shall be furnished free of cost and shall delivered in time for tests to be made well in advance of anticipated time of use. The Contractor shall furnish for testing the following samples selected from each lot, if ordered by the Engineer. The selection of samples will be made at the manufacturer's plant by the Eng ineer or his representative. For pretensioning work-samples at least 2 m long shall be furnished of each size of wire or strand proposed. 2.

For post-tensioning work-samples of the following lengths shall be furnished of each size of wire proposed. a. b.

This shipping package or form shall be clearly marked with a statement that the package contains high-strength prestressing steel and the care to be used in handling, and the type, kind and amount of corrosion inhibitor used, including the date when placed, safety orders and instructions for use. 406.2.5 Elastomeric Bearing Pads

E

c. d.

3.

For wire requiring heading, 2 m. For wires not requiring heading, sufficient length to make up one parallel-lay cable of 1.50 m long consisting of the same number of wires as the cable to be furnished. For strand to be furnished with fittings, 1.50 m between near ends of fittings. For bars to be furnished with thread ends and nuts, 1.5 m between threads at ends.

Anchorage assemblies — If anchorage assemblies are not attached to reinforcement samples, two (2) anchorage assemblies shall be furnished, completed with distribution plates of each size and type to be used.

406.2.6 Water It shall conform to the requirements of Subsection 311.2.4, Water.

When prestressing system has been previously tested and approved for similar projects by an agency acceptable to the Engineer, complete tendon samples need not be furnished, provided there is no

4 Casting Yard

change whatsoever in the materials, design or details previously approved.

406.3.

406.3 Construction Requirements

f prestressed concrete structural members may be The precasting o done at a location selected by the Contractor, subject to the approval of the Eng ineer.

406.3.1 General Prestressed concrete structural members shall be constructed in accordance with the requirements of Item 405, Structural Concrete and reinforcing steel shall be placed in accordance with the requirements of Item 404, Reinforcing Steel, subject to the modifications and amendments contained herein. 406.3.2 Prestressing Method The method of prestressing to be used shall be optional with the Contractor subject to all requirements hereinafter specified. The Contractor, prior to casting any members to be prestressed, shall submit to the Engineer for approval complete details of the methods, materials and equipment he proposes to use in the prestressing operations. Such details shall outline the method and sequence of stressing, complete specifications and details of the prestressing, steel and anchoring devices proposed for use, anchoring stresses, type of enclosures and all other data pertaining to the prestressing operations, including the proposed arrangement of the prestressing units in the members, pressure grouting materials and equipment. 406.3.3 Prestressing Equipment Hydraulic jacks used to stress tendons shall be equipped with either a pressure gauge or a load cell for determining the jacking stress. The pressure gauge, if used, shall have an accurate reading dial at least 154 mm in diameter and each jack and its gauge shall be calibrated as a unit with the cylinder extension in the approximate position that it will be at final jacking force, and shall be accompanied by a certified calibration chart. The load cell, if used, shall be calibrated and shall be provided with an indicator by means of which the prestressing force in the tendon may be determined. The range of the load cell shall be such that the lower ten (10) percent of the manufacturer's rated capacity will not be used in determining the jacking stress. Safety measures shall be taken by the Contractor to prevent accidents due to possible breaking of the prestressing steel or the slipping of the grips during the prestressing process.

406.3.5 P lacing Enclosures stressed einforcement shall be accurately Enclosures for pre r placed at locat ions shown on the Plans or approved by the Engineer.

406.3.6 Placin

g Steel

at the position shown on the Steel units shall be accurately placed Plans and firmly held during the placing and setting of the concrete. Ducts may be fabricated with either welded or interlocked seams. Galvanizing of the welded steel will not be required. Ducts shall have sufficient strength to maintain their correct alignment and shape during placing of concrete. Joints between sections of ducts shall be positive metallic connections which do not result in angle changes at the joints. Waterproof tape shall be used at the connections. All ducts or anchorage assemblies sha ll be provided with pipes or other suitable connections for the injection of grout after prestressing. Ducts for prestressing steel shall be securely fastened in place to prevent movement. After installation in the forms, the end of ducts shall at all times be covered as necessary to prevent the entry of water of debris. All ducts for continuous structures sha ll be vented over each intermediate support, and at additional locations as shown on the Plans. Vents shall be 12.7 mm minimum diameter standa rd pipe. Connections to ducts shall be made with metallic structural fasteners. The vents shall be mortar tight, taped as necessary, and shall provide means for injection of grout through the vents and for sealing the vents. Ends of vents shall be removed 25.4 mm below the roadway surface after grouting has been completed. Distances from the forms shall be maintained by stays, blocks, ties, hangers or other approved supports. Blocks for holding. units from contact with the forms shall be precast mortar blocks of approved shape and dimensions. Layers of units shall be separated by mortar blocks or other equally suitable devices. Wooden blocks shall not be left in the concrete. When acceptable prestressing steel for post-tensioning is installed in ducts after completion of concrete curing, and if stressing and

grouting are completed within ten (10) calendar days after the installation of the prestressing steel, rust which may form during said ten (10) days will not be caused for rejection of the steel. Prestressing steel, installed, tensioned and grouted in this manner, all within ten (10) calendar days, shall be subject to all the requirements in this Item pertaining to corrosion protection and rejection because of rust. No welds or grounds for welding equipment shall be made on the forms or on the steel in the manner after the prestressing steel has been installed. Wires, wire groups, parallel-lay cables and any other prestressing elements shall be straightened to insure proper positioning in the enclosures. Suitable horizontal and vertical spacers shall be provided, if required, to hold the wires in place in true position in the enclosures. 406.3.7 Pretensioning The prestressing elements shall be accurately held in position and stressed by jacks. A record shall be kept of the jacking force and the elongations produced thereby. Several units may be cast in one continuous line and stressed at one time. Sufficient space shall be left between ends of units to permit access for cutting after the concrete has attained the required strength. No bond stress shall be transferred to the concrete, nor end anchorages released until the concrete has attained a compressive strength, as shown by cylinder tests, of at least 28 MPa unless otherwise specified. The elements shall be cut or released in such an order that lateral eccentricity or prestress will be a minimum. 406.3.8

Placing Concrete

Concrete shall not be deposited in the forms until the Engineer has inspected the placing of the reinforcement, enclosures, anchorages and prestressing steel and given his approval thereof. The concrete shall be vibrated with care and in such a manner as to avoid displacement of reinforcement, conduits, or wires. Prior to placing concrete, the Contractor shall demonstrate to the Engineer that all ducts are unobstructed.

ete has undergone initial set, the first application of steam or concr t heat shall be made unless retarders are used, in which case the radian waiting period before application of the steam or radiant heat shall be increased to from four to six hours. During the wa iting period, the temperature within the curing 10.0°C and live steam or radiant heat chamber shall not be less than may be used to maintain the curing chamber at the proper minimum temperature. he steam shall be at 100 percent relative humidity to T prevent loss of moisture and to provide moisture for proper hydration of the cement. pplication of the steam shall not be directly on the A concrete. During application of the steam, or of radiant heat, the 4.41°C ambient air temperature shall increase at a rate not to exceed per hour until the curing temperature is reached. The maximum curing temperature within the enclosure shall not exceed 71.1°C. The maximum temperature shall be held until the concrete has reached the desired strength. Detens ioning shall be accomplished immediately after the steam curing or the heat curing has been discontinued and additional curing is not required after detensioning. 1.

Curing with Low Pressure Steam Application of live steam shall not be directed on the concrete forms as to cause localized high temperatures.

2.

Curing with Radiant Heat Radiant heat may be applied by means of pipes circulating steam, hot oil or hot water, or by electric heating elements. Radiant heat curing shall be done under a suitable enclosure to contain the heat and moisture loss shall be minimized by covering all exposed concrete surfaces with plastic sheeting or by applying an approved liquid membrane curing compound to all exposed concrete surfaces. Top surface of concrete members to be used in composite construction shall be clear of residue of the membrane curing compound so as not to reduce bond below design limits. If the Contractor proposes to cure by any other special method, the method and its details shall be subject to the approval of the Engineer.

406.3.10 Post-tensioning 406.3.9 Curing Steam curing process may be used as an alternative to water curing. The casting bed for any unit cured with steam shall be completely enclosed by a suitable type of housing, tightly constructed so as to prevent the escape of steam and simultaneously exclude outside atmosphere. Two to four hours after placing concrete and after the 270

Tensioning of the prestressing reinforcement shall not be commenced until tests on concrete cylinders, manufactured of the same concrete and cured under the same conditions, indicate that the concrete of the particular member to be prestressed has attained compressive strength of at least 28 MPa unless otherwise specified. 271

by cement and

After all concrete has attained the required strength, the prestressing reinforcement shall be stressed by means of jacks to the desired tension and the stress transferred to the end anchorage.

Water sha ll first be added to the mixer followed admixture.

Cast-in-place concrete shall not be post-tensioned until at least ten (10) days after the last concrete has been placed in the member to be the post-tensioned and until the compressive strength of said placed concrete has reached the strength specified for the concrete at the time of stressing.

that w ill produce uniform and thoroughly mixed grout. The water 19 litres per sack of cement. content shall be not more than ering of grout will not be permitted. Grout shall be continuously Retemp agitated until it is pumped.

All side forms for girders shall be removed before post-tensioning. The falsework under the bottom slab supporting the superstructure shall not be released until a minimum of 48 hours have elapsed after grouting of the post-tension tendons nor until all other conditions of the Specifications have been met. The supporting falsework shall be constructed in such a manner that the super restructure will be free to lift off the falsework and shorten during post-tensioning. Formwork left inside box girders to support the roadway slab shall be detailed in such a manner so as to offer minimum resistance to girder shortening due to shrinkage and post-tensioning. The tensioning process shall be so conducted that the tension being applied and the elongation of the prestressing elements may be measured at all times. The friction loss in the element, i.e., the difference between the tension of the jack and the minimum tension, shall be determined in accordance with Article 1.6.7 of AASHTO Standard Specifications for Highway Bridges. Suitable shims or other approved devices shall be used to insure that the specified anchor set loss is attained. Prestressing tendons in continuous post-tensioned members shall be tensioned by jacking at each end of the tendon. Such jacking of both ends need not be done simultaneously. A record shall be kept of gage pressure and elongation at all times and submitted to the Engineer for his approval. 406.3.11 Bonding Steel Prestressing steel shall be bonded to the concrete by filling the void space between the duct and the tendon with grout Grout shall consist of Portland Cement, water and an expansive admixture approved by the Engineer. Water shall be potable. No admixture containing chlorides or nitrates shall be used.

The grout shall be mixed in mechanical mixing equipment of a type

Grouting equipment shall be capable of grouting at a pressure of at least 0.6894 MPa. Grouting equipment sha ll be furnished with a pressure gauge having a full-sca le reading of not more than 2.07 MPa. Standby flushing equipment capable of developing a pumping pressure of 1.72 MPa and of sufficient capacity to flush out any partially grouted ducts shall be provided. All ducts shall be clean and free of deleterious materials that would impair bonding of the grout or interfere with grouting procedures. All grout shall pass through a screen with a 2 mm maximum clear openings prior to being introduced into the grout pump. Grout injection pipes shall be fitted with positive mechanical shutoff valves. Vents and ejection pipes shall be f itted with valves, caps or other devices capable of withstanding the pumping pressures. Valves and caps shall not be removed or opened until the grout has set. Post-tensioned steel shall be bonded to the oncrete. All c prestressing steel to be bonded to the concrete shall be free of dirt, loose rust, grease or other deleterious substances. Immediately after completion of the concrete pour, the metal conduit shall be blown out with compressed oil free air to the extent necessary to break up and remove any mortar in the conduit before it hardens. Approximately 24 hours after the concrete pour, the metal conduits shall be flushed out with water and then blown out with compressed oil free air. Prior to placing forms for roadway slabs of box girder structures, the Contractor shall demonstrate to the satisfaction of the Engineer that all ducts are unobstructed and if the prestressing reinforcement has been placed, that the steel is free and unbonded in the duct. After the tendons have been stressed to the required tension, each conduit encasing the prestressing steel shall be blown out with compressed oil free air. The conduit shall then be completely filled from the low end with grout under pressure. Grout shall be pumped through the duct and continuously wasted at the outlet until no visible slugs of

water or air are ejected and the efflux time of ejected grout is not less than 11 seconds. All vents and openings shall then be closed and the grouting pressure at the injection end shall be raised to a minimum of 0.6894 MPa and held for a minimum of 10 seconds. If aluminum powder is used to expand the grout, it shall be added as follows: From 2 to 4 grams of the unpolished variety (about 1 to 2 teaspoons) shall be added for each sack of cement used in the grout. The exact amount of aluminum powder will be designated by the Engineer. The dosage per batch of grout shall be carefully weighed. A number of weighings may be made in the laboratory and doses placed in glass vials for convenient use in the mix. The aluminum powder shall be blended with pumicite or other inert powder in the proportion of one (1) part powder to fifty (50) parts pumicite (or other inert powder) by weight. The blend shall be thoroughly mixed with the cement. The amount of the blend used should vary from 120 g per sack of cement for concrete having a temperature of 21.1°C to 190 g for a temperature of 4.44°C after all ingredients are added, the batch shall be mixed for 3 minutes. Batches of grout shall be placed within 45 minutes after mixing. 406.3.12 Unbonded Steel Where the steel is not to be bonded to the concrete, it shall be carefully protected against corrosion by a coating of tar of other waterproofing material, in addition to any galvanizing which may be specified in addition to the requirements of ASTM A 416 (AASHTO M 203) and ASTM A 421 (AASHTO M 204.)

406.3.

14 Composite Slab Construction

turing tolerances for pre-cast members shall not The manufac exceed those given for length, cross-section and straightness on the Plans, as specified in the Contract or as approved by the Engineer. In addition, where beams are laid side by side in a deck: 1.

The difference on soffit level between adjacent units before the in-situ concrete is placed shall not exceed 5 mm for units up to 10 mm for longer units.

2. 3.

The width of the deck soffit shall be within ±25 mm. In adjacent span, the continuity of the outside beams shall be maintained. The width of gap between individual beams shall not exceed twice the nominal gap. The alignment of transverse holes hall ermit he s p t reinforcement or prestressing cables to be placed without distortion.

4. 5.

406.4 Method of Measurement 406.4.1 Structural Members the actual number The quantity to be measured for payment will be of precast prestressed concrete structural members, except piling, of the several types and sizes, installed in place, completed and accepted. Each member will include the concrete, reinforcement and prestressing steel, anchorages, plates, nuts, elastomeric bearing pads, and other such material contained within or attached to the unit.

406.3.13 Handling Piling will be measured as provided in Item 400. Extreme care shall be exercised in handling and moving precast prestressed concrete mortar members. Precast girders and slabs shall be transported in an upright position and the points of support and directions of the reactions with respect to the member shall be approximately the same during transportation and storage as when the members are in their final position. If the Contractor deems it expedient to transport or store precast units in other than this position, it shall be done at his own risk after notifying the Engineer of his intention to do so. Prestressed concrete girders shall not be shipped until tests on concrete cylinders, manufactured of the same concrete and cured unde r the same conditions as the girders, indicate that the concrete of the particular girder has attained a compressive strength equal to the specified design compressive strength of the concrete in the girder and has attained a minimum age of 14 days.

406.4.2 Other Items The quantities of other Contract items which enter into the in the completed and accepted structure will be measured for payment manner prescribed for the several items involved. 406.5

Basis of Payment

406.4 The accepted quantities, measured as prescribed in Section shall be paid for at the contract unit price for each of the particular item listed below that is included in the Bill of Quantities, which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.

s 5. Paint

Payment will be made under:

Paints shall conform to the requirements in Item 411, Paint. Pay Item Number 406 (1) 406 (2)

Description Prestressed Structural Concrete Members (Identification) Prestressed Concrete

Unit of Measurement Each Lump Sum

ITEM 407— CONCRETE STRUCTURES 407.1 Description

6. Waterproofing and Dampproofing Unless otherwise shown on the Plans or indicated in Special Provisions, materials for waterproofing and dampproofing shall conform to the requirements of the following specifications: a.

AASHTO M 115 Aspha lt for dampproofing and waterproofing.

b.

AASHTO M 116 Primer for g. the use with Asphalt in dampproofing and waterproofin AASHTO M 117 Woven cotton fabrics saturated with

c. d.

This Item shall consist of the general description of the materials, equipment, workmanship and construction requirements of concrete structures and the concrete portions of composite structures conforming to the alignment, grades, design, dimensions and details shown on the Plans and in accordance with the Specifications for piles, reinforcing steel, structural steel, structural concrete and other items which constitute the completed structure. The class of concrete to be used in the structure or part of the structure shall be as specified in Item 405, Structural Concrete. 407.2 Material Requirements 1. Concrete and Concrete Ingredients Concrete and concrete materials shall conform to the requirements in Item 405, Structural Concrete. Unless otherwise shown on the Plans or specified in Special Provisions, concrete shall be of Class A. 2. Reinforcing Steel

e. f. 9. h.

bituminous substances for use in waterproofing. AASHTO M 118 Coal-Tar pitch for roofing, dampproofing and water-proofing. AASHTO M 121 Creosote for priming coat with coal-tar pitch damp-proofing and waterproofing. AASHTO M 159 Woven burlap fabric saturated with bituminous substances for use in waterproofing. AASHTO M 166 Numbered cotton duck and array duck. AASHTO M 239 Asphalt for use in waterproofing membrane construction.

7. Concrete Curing Compound Curing compound shall conform to the requirements of AASHTO M 148 Liquid membrane-forming compounds for curing concrete. 8. Joint Filler ions, Unless otherwise shown on the Plans or in Special Provis materials for expansion joint filler shall conform to the requirements of the following specifications:

Reinforcing steel shall conform to the requirements in Item 404, Reinforcing Steel.

a. AASHTO M 33 Preformed expansion joint filler for concrete.

3. Structural Steel

b. AASHTO M 153 Preformed sponge rubber and cork expansion joint fillers for concrete paving and structural construction.

Structural steel shall conform to the requirements of corresponding materials in Item 403, Metal Structures.

c. AASHTO M 173 Concrete joint sealer hot poured elastic type.

4. Bridge Bearing (Elastomeric Bearing Pad)

d.

AASHTO M 213 Preformed expansion joint filler for. concrete paving and structural construction non-extruding and resilient bituminous types.

e.

AASHTO M 220 Preformed elastomeric compression joint seals for concrete.

Elastomeric bearing pads shall conform to Item 412, Elastomeric Bearing Pads.

407.2.1 Proportioning and Strength of Structural Concrete This shall be in accordance with Item 405, Structural Concrete. 407.2.2 Sampling and Testing This shall be in accordance with Item 405, Structural Concrete. 407.3 Construction and Requirements 407.3.1 Handling and Placing Concrete: General Concrete shall not be placed until forms and reinforcing steel have been checked and approved by the Engineer. If lean concrete is required in the Plan or as directed by the Engineer prior to placing of reinforcing steel bar, the lean concrete should have a minimum compressive strength of 13.8 MPa. In preparation for the placing of concrete all sawdust, chips and other construction debris and extraneous matter shall be removed from inside the formwork. Struts, stays and braces, serving temporarily to hold the forms in correct shape and alignment, pending the placing of concrete at their locations, shall be removed when the concrete placing has reached an elevation rendering their service unnecessary. These temporary members shall be entirely removed from the forms and not buried in the concrete. No concrete shall be used which does not reach its final position in the forms within the time stipulated under "Time of Hauling and Placing Mixed Concrete". Concrete shall be placed so as to avoid segregation of the materials and the displacement of the reinforcement. The use of long troughs, chutes, and pipes for conveying concrete to the forms shall be permitted only on written authorization of the Engineer. The Engineer shall reject the use of the equipment for concrete transportation that will allow segregation, loss of fine materials, or in any other way will have a deteriorating effect on the concrete quality. Open troughs and chutes shall be of metal lined; where steep slopes are required, the chutes shall be equipped with baffles or be in short lengths that reverse the direction of movement to avoid segregation. All chutes, troughs and pipes shall be kept clean and free from coatings of hardened concrete by thoroughly flushing with water after each run. Water used for flushing shall be discharged clear of the structure.

cing operations would involve dropping the concrete more When pla than 1.5 m, concrete shall be conveyed through sheet metal or approved pipes. As far as practicable, the pipes shall be kept full of concrete during placing and their lower end shall be kept buried in the newly p laced concrete. After initial set of the concrete, the forms shall not be jarred and no strain shall be placed on the ends of projecting reinforcement bars. The concrete shall be placed as nearly as possible to its final position and the use of vibrators for moving of the mass of fres h concrete shal l not be permitted. 407.3.1.1 Placi

ng Concrete by Pneumatic Means

ncrete will be permitted only if specified in Pneumatic placing of co the Special Provisions or authorized by the Engineer. The equipment shall be so arranged that vibration will not damage freshly placed concrete. Where concrete is conveyed and placed by pneumatic means, the equipment shall be suitable in kind and adequate in capacity for the work. The machine shall be located as close as practicable to the work. The discharge lines shall be horizontal or inclined upwards from the machine. The discharge end of the line shall not be more than 3 m from the point of deposit. At the conclusion of placing the concrete, the entire equipment shall be thoroughly cleaned. 407.3.1.2 Placing of Concrete by Pumping The placing of concrete by pumping will be permitted only if specified or if authorized by the Engineer. The equipment shall be so arranged that vibration will not damage freshly placed concrete. Where concrete is conveyed and placed by mechanically applied pressure the equipment shall be suitable in kind and adequate in capacity for the work. The operation of the pump shall be such that a continuous stream of concrete without air pockets is produced. When pumping is completed, the concrete remaining in the pipeline, if it is to be used, shall be ejected in such a manner that there will be no contamination of the concrete or separation of the ingredients. After this operation, the entire equipment shall be thoroughly cleaned. 407.3.1.3 Placing Concrete in Water Concrete shall not be placed in water except with approval of the Engineer and under his immediate supervision. In this case the method of placing shall be hereinafter specified.

Concrete deposited in water shall be Class Seal concrete with a minimum cement content of 380 kg/m3 of concrete. The slump of the concrete shall be maintained between 4 and 8 cm, whichever is called for in the Bill of Quantities or as directed by the Engineer. To prevent segregation, concrete shall be carefully placed in a compact mass, in its final position, by means of a tremie, a bottom dump bucket, or otherapproved means, and shall not be disturbed after being placed. A tremie shall consist of a tube having a diameter of not less than 250 mm constructed in sections having flanged couplings fitted with gaskets with a hopper at the top. The tremie shall be supported so as to permit free movement of the discharge and over the entire top surface of the work and so as to permit rapid lowering when necessary to retard or stop the flow of concrete. The discharge end shall be closed at the start of work so as to prevent water entering the tube and shall be completely submerged in concrete at all times. The tremie tube shall be kept full to the bottom of the hopper. When a batch is dumped into the hopper, the flow of concrete shall be induced by lightly raising the discharge end, but always keeping it in the placed concrete. The flow shall be continuous until the work is completed. When the concrete is placed with a bottom-dump bucket, the top of the bucket shall be open. The bottom doors shall open freely downward and outward when tripped. The buckets shall be completely filled and slowly lowered to avoid backwash. It shall not be dumped until it rests on the surface upon which the concrete is to be deposited and when discharged shall be withdrawn slowly until well above the concrete. 407.3.2 Compaction of Concrete Concrete during and immediately after placing shall be thoroughly compacted. The concrete in walls, beams, columns and the like shall be placed in horizontal layers not more than 30 cm thick except as hereinafter provided. When less than a complete layer is placed in one operation, it shall be terminated in a vertical bulkhead. Each layer shall be placed and compacted before the preceding layer has taken initial set to prevent injury to the green concrete and avoid surfaces of separation between the layers. Each layer shall be compacted so as to avoid the formation of a construction joint with a preceding layer. The compaction shall be done by mechanical vibration. The concrete shall be vibrated internally unless special authorization of other methods is given by the Engineer or is provided herein. Vibrators shall be of a type, design, and frequency approved by the Engineer. The intensity of vibration shall be such as to visibly affect a mass of concrete with a 3 cm slump over a radius of at least 50 cm. A sufficient number of vibrator shall be provided to properly compact each batch immediately after it is placed in the forms. Vibrators shall be manipulated so as to thoroughly work the concrete around the reinforcement and embedded fixtures and into the corners and angles of the forms and shall be applied at the point of placing and in the area of

freably

placed concrete.

The vibrators shall be inserted into and

n from the concrete slowly. The vibration shall be of sufficient withdraw duration and intensity to compact the concrete thoroughly but shall not be continued so as to cause segregation and at any one point to the extent that localized areas of grout are formed. Application of vibrators shall be at points uniformly spaced, and not farther apart than twice the radius over which the vibration is visibly effective. Vibration shall not be applied directly or thru the reinforcement to sections or layers of concrete that have hardened to the degree that the concrete ceases to be plastic under vibration. It shall not be used to make concrete flow in the forms over distances so great as to cause segregation, and vibrators shall not be used to transport concrete in the forms of troughs or chutes. 407.3.3 Casting Sections a

nd Construction Joints

The concrete in each form shall be placed continuously. Placing of wed to commence unless concrete in any such form shall not be allo sufficiently inspected and approved materials for the concrete is at hand, and labor and equipment are sufficient to complete the pour without interruption. Joints in the concrete due to stopping work shall be avoided as much as possible. Such joints, when necessary, shall be constructed to meet the approval of the Engineer. When the placing of concrete is temporarily discontinued, the concrete, after becoming firm enough to retain its shape, shall be cleaned of laitance and other objectionable material to a sufficient depth to expose sound concrete. Where a "faster edge" might be produced at a construction joint, as in the sloped top surface of a wingwall, an inset formwork shall be used to produce an edge thickness of not less than 15 cm in the succeeding layer. Work shall not be discontinued within 50 cm of the top of any face, unless provision has been made for a coping less than 50 cm thick, in which case if permitted by the Engineer, the construction joint may be made at the underside of coping. Immediately following the discontinuance of placing concrete, all accumulations of mortar splashed upon the reinforcing steel and the surfaces of forms shall be removed. Dried mortar chips and dust shall not be puddled into the unset concrete. Care shall be exercised, during the cleaning of the reinforcing steel, not to injure or break the concretesteel bond at and near the surface of the concrete. 407.3.4 Casting Box Culverts In general, the base slab of box culverts shall be placed and allowed to set before the remainder of the culvert is constructed. In the construction of box culverts the side walls and top slab may be constructed as a monolith.

If the concrete in the walls and top slab is placed in two separate operations, special care shall be exercised in order to secure bonding in the construction joint and appropriate keys shall be left in the sidewalls for anchoring the top slab. Each wingwall shall be constructed, if possible, as a monolith. Construction joints where unavoidable, shall be horizontal and so located that no joints will be visible in the exposed face of the wingwall above the ground line. Vertical construction joints shall be at right angles to the axis of the culverts. 407.3.5 Casting Columns, Slabs and Girders Concrete in columns shall be placed in one continuous operation, unless otherwise directed. The concrete shall be allowed to set for at least 20 hours before the caps are placed. Unless otherwise permitted by the Engineer, no concrete shall be placed in the superstructure until the column forms have been stripped sufficiently to determine the condition of the concrete in the column. The load of the super-structure shall not be allowed to come upon the bents until they have been in place at least 14 days, unless otherwise permitted by the Engineer. Concrete in slab spans shall be placed in one continuous operation for each span unless otherwise provided. Concrete in T-Beam or deck girder spans shall be placed in one continuous operation unless otherwise directed. If it is permitted to place the concrete in two separate operations, each of the operations, shall be continuous: first, to the top of the girder stems, and second, to completion. In the latter case, the bond between stem and slab shall be secured by means of suitable shear keys which may be formed by the use of timber blocks approximately 50 mm x 100 mm in cross-section having a length of 100 mm less than the width of the girder stem. These key blocks shall be placed along the girder stems as required, but the spacing shall not be greater than 300 mm center to center. The blocks shall be beveled and oiled in such a manner as to insure their ready removal, and they shall be removed as soon as the concrete has set sufficiently to retain its shape. If the contractor wishes to place the concrete in two separate operations, he shall, with his request for permission to do so, submit plans and proposals of the required changes to the reinforcement, which plans and proposals shall be subject to the approval of the Engineer. In box girders, the concrete in the bottom slab shall be poured first, as a separate operation.

te in the webs and the top slab shall be placed in one The concre us operation unless otherwise specified. f it is permitted to continuo I place the concrete in more than one operation, the requirements for Tll apply. beam sha 407.3.6 C

onstruction Joints

nts shall be made only where shown on the Plans Construction joi or called for in the pouring schedule, unless otherwise approved by the Engineer. Shear keys or reinforcement shall be used, unless otherwise specified, to transmit shear or to bond the two sections together. Before depositing new concrete on or against concrete which has hardened, the forms shall be retightened. The surface of the hardened concrete shall be roughened as required by the Engin a manner eer, in that will not leave loose particles of aggregate or damage concrete at the surface. It shall be thoroughly cleaned of foreign matter and laitance. When directed by the Engineer, the surface of the hardened concrete which will be in contact with new concrete shall be washed with water to this satisfaction. To insure an excess of mortar at the juncture of the hardened and the newly deposited concrete, the cleaned and saturated surfaces, including vertical and inclined surfaces shall first be thoroughly covered with a coating of mortar of the same proportion of sand and cement as the class of concrete used against which the new concrete shall be placed before the grout or mortar has attained its initial set. The placing of concrete shall be carried continuously from joint to joint. The face edges of all joints which are exposed to view shall be carefully finished true to line and elevation. 407.3.7 Concrete Surface Finishing Surface finishing shall be classified as follows: Class 1, Ordinary Finish Class 2, Rubbed Finish Class 3, Floated Finish All concrete shall be given Class 1, Ordinary Finish and additionally any further finish as specified. Unless otherwise specified, the following surfaces shall •be given a Class 2, Rubbed Finish.

2.

The exposed faces of piers, abutments, wingwalls, and retaining walls. The outside faces of girders, T-beams, slabs, columns, brackets, curbs, headwalls, railings, arch rings, spandrel walls and parapets.

Excluded, however, are the tops and bottoms of floor slabs and sidewalks, bottoms of beams and girders, sides of interior beams and girders, backwalls above bridge seats or the underside of copings. The surface finish on piers and abutments shall include all exposed surfaces below the bridge seats to 20 cm below low water elevation or 50 cm below finished ground level when such ground level is above the water surface. Wingwalls shall be finished from the top to 50 cm below the finished slope lines on the outside face and shall be finished on top and for a depth of 20 cm below the top on the back sides.

oncrete above the surface being created has been cast, After all c the fina l finish shall be obtained by rubbing with a fine carborundum stone and water. This rubbing shall be continued until the entire surface is of smooth texture and uniform color. After the fina l rubbing is completed and the surface has dried, it should be rubbed with burlap to remove loose powder and shall be left free from a ll unsound patches, paste, powder and objectionable ma rks. Class 3, Concrete Floated Finish

Unless otherwise specified, the surface of the traveled way shall be Class 3, Floated Finish. Class 1, Concrete Ordinary Finish Immediately following the removal of forms, all fins and irregular protection shall be removed from all surface except from those which are not to be exposed or are not to be waterproofed. On all surfaces the cavities produced by form ties and all other holes, honeycomb spots, broken corners or edges and other defects shall be thoroughly cleaned, and after having been kept saturated with water for a period of not less than three hours shall be carefully pointed and made true with a mortar of cement and fine aggregate mixed in the proportions used in the grade of the concrete being finished. Mortar used in pointing shall not be more than one hour old. The mortar patches shall be cured as specified under Subsection 407.3.8. All construction and expansion joints in the completed work shall be left carefully tooled and free of all mortar and concrete. The joint filler shall be left exposed for its full length with a clean and true edges. The resulting surface shall be true and uniform. All repaired surfaces, the appearance of which is not satisfactory to the Engineer, shall be "rubbed" as specified below. Class 2, Concrete Rubbed Finish After removal of forms, the rubbing of concrete shall be started as soon as its condition will permit. Immediately before starting this work, the concrete shall be kept thoroughly saturated with water for a minimum period of three hours. Sufficient time shall have elapsed before the wetting down to allow the mortar used in the pointing of road holes and defects to thoroughly set. Surfaces to be finished shall be rubbed with a minimum coarse carborundum stone using a small amount of mortar on each face. The mortar shall be composed of cement and fine sand mixed in the proportions used in the concrete being finished. Rubbing shall be continued until all form marks, protections and irregularities have been removed, all voids have been filled, and a uniform surface has been obtained. The face produced by this rubbing shall be left in place at this time.

After the concrete is compacted as specified in Subsection 407.3.2, Compaction of Concrete, the surface shall be carefully struck off with a strike board to conform to the cross-section and grade shown on the Plans. Proper allowance shall be made for camber if required. he T strike board may be operated longitudinally or transversely and shall be moved forward with a combined longitudinal and transverse motion, the manipulation being such that neither is raised from the side forms during the process. A slight excess of concrete shall be kept in front of the cutting edge at all times. After striking off and consolidating as specified above, the surface shall be made uniform by longitudinal or transverse floating or both. Longitudinal floating will be required except in places where this method is not feasible. The longitudinal float, operated from foot bridges, shall be worked with a sawing motion while held in a floating position parallel to the road centerline and passing gradually from one side of the pavement to the other. The float shall then be moved forward one-half of each length and the above operation repeated. Machine floating which produces an equivalent result may be substituted for the above manual method. The transverse float shall be operated across the pavement by starting at the edge and slowly moving to the center and back again to the edge. The float shall then be moved forward one-half of each length and the above operation repeated. Care shall be taken to preserve the crown and cross-section of the pavement. After the longitudinal floating has been completed and the excess water removed, but while the concrete is still plastic, the slab surface shall be tested for trueness with a straight-edge. For the purpose, the Contractor shall furnish and use an accurate 3 m straight-edge swing handless 1 m longer than one half the width of the slab. The straight-edge shall be held in successive positions parallel to the road centerline and in contact with the surface and the whole area gone over from one side of the slab to the other as necessary. Advancement along the deck shall be in successive stages of not more

than one-half the length of the straight-edge. Any depression found shall be immediately filled with freshly mixed concrete, struck off, consolidated and refinished. The straight-edge testing and refloating shall continue until the entire surface is found to be free from observable departure from the straight-edge and the slabs has the required grade and contour, until there are no deviations of more than 3 mm under the 3 m straight-edge. When the concrete has hardened sufficiently, the surface shall be given a broom finish. The broom shall be an approved type. The strokes shall be square across the slabs from edge to edge, with adjacent strokes slightly overlapped, and shall be made by drawing the broom without tearing the concrete, but so as to produce regular corrugations not over 3 mm in depth. The surface as thus finished shall be free from porous spots, irregularities, depressions and small pockets or rough spots such as may be caused by accidental disturbing, during the final brooming of particles of coarse aggregate embedded near the surface. Concrete Surface Finish for Sidewalk. After the concrete has been deposited in place, it shall be compacted. The surface shall be struck off by means of strike board and floated with a wooden or cork float. An edging tool shall be used on all edges and at all expansion joints. The surface shall not vary more than 3 mm under a 3 m straight-edge. The surface shall have a granular or matted texture which will not slick when wet. 407.3.8 Curing Concrete All newly placed concrete shall be cured in accordance with this Specification, unless otherwise directed by the Engineer. The curing method shall be one or more of the following: 1.

2.

Curing Compound Surfaces exposed to the air may be cured by the application of an impervious membrane if approved by the Engineer. The membrane forming compound used shall be practically colorless liquid. The use of any membrane-forming compound that will alter the natural color of the concrete or impart a slippery surface to any wearing surface shall be prohibited. The compound shall be applied with a pressure spray in such a manner as to cover the entire concrete surface with a uniform film and shall be of such character that it will harden within 30 minutes after application. The amount of compound applied shall be ample to seal the surface of the concrete thoroughly. Power-operated spraying equipment shall be equipped with an operational pressure gauge and means of controlling the pressure. The curing compound shall be applied to the concrete following the surface finishing operation immediately after the moisture sheen begins to disappear from the surface, but before any drying shrinkage or craze cracks begin to appear. In the event of any delay, in the application of the curing compound, which results in any drying or cracking of the surface, application of water with an atomizing nozzle as specified under "Water Method", shall be started immediately and shall be continued until the application of the compound is resumed or started, however, the compound shall not be applied over any resulting free standing water. Should the film of compound be damaged from any cause before the expiration of 7 days after the concrete is placed in the case of structures, the damaged portion shall be repaired immediately with additional compound.

Water Method The concrete shall be kept continuously wet by the application of water for a minimum period of 7 days after the concrete has been placed. The entire surface of the concrete shall be kept damp by applying water with an atomizing nozzle. Cotton mats, rugs, carpets, or earth or sand blankets may be used to retain the moisture. At the expiration of the curing period the concrete surface shall be cleared of the curing medium.

Curing compound shall not be diluted or altered in any manner after manufacture. At the time of use, the compound shall be in a thoroughly mixed condition. If the compound has not been used within 120 days after the date of manufacture, the Engineer may require additional testing before the use to determine compliance to requirements. An anti-setting agent or a combination of anti-setting agents shall be incorporated in the curing compound to prevent caking. The curing compound shall be packaged in clean barrels or steel containers or shall be supplied from a suitable storage tank located on the Site. Storage tank shall have a permanent system designed to completely redisperse any settled material

than one-half the length of the straight-edge. Any depression found shall be immediately filled with freshly mixed concrete, struck off, consolidated and refinished. The straight-edge testing and refloating shall continue until the entire surface is found to be free from observable departure from the straight-edge and the slabs has the required grade and contour, until there are no deviations of more than 3 mm under the 3 m straight-edge. When the concrete has hardened sufficiently, the surface shall be given a broom finish. The broom shall be an approved type. The strokes shall be square across the slabs from edge to edge, with adjacent strokes slightly overlapped, and shall be made by drawing the broom without tearing the concrete, but so as to produce regular corrugations not over 3 mm in depth. The surface as thus finished shall be free from porous spots, irregularities, depressions and small pockets or rough spots such as may be caused by accidental disturbing, during the final brooming of particles of coarse aggregate embedded near the surface. Concrete Surface Finish for Sidewalk. After the concrete has been deposited in place, it shall be compacted. The surface shall be struck off by means of strike board and lfoated with a wooden or cork float. An edging tool shall be used on all edges and at all expansion joints. The surface shall not vary more than 3 mm under a 3 m straight-edge. The surface shall have a granular or matted texture which will not slick when wet. 407.3.8 Curing Concrete All newly placed concrete shall be cured in accordance with this Specification, unless otherwise directed by the Engineer. The curing method shall be one or more of the following: 1.

Water Method The concrete shall be kept continuously wet by the application of water for a minimum period of 7 days after the concrete has been placed. The entire surface of the concrete shall be kept damp by applying water with an atomizing nozzle. Cotton mats, rugs, carpets, or earth or sand blankets may be used to retain the moisture. At the expiration of the curing period the concrete surface shall be cleared of the curing medium.

2.

Curing Compound Surfaces exposed to the air may be cured by the application of an impervious membrane if approved by the Engineer. The membrane forming compound used shall be practically colorless liquid. The use of any membrane-forming compound that will alter the natural color of the concrete or impart a slippery surface to any wearing surface shall be prohibited. The compound shall be applied with a pressure spray in such a manner as to cover the entire concrete surface with a uniform film and shall be of such character that it will harden within 30 minutes after application. The amount of compound applied shall be ample to seal the surface of the concrete thoroughly. Power-operated spraying equipment shall be equipped with an operational pressure gauge and means of controlling the pressure. The curing compound shall be applied to the concrete following the surface finishing operation immediately after the moisture sheen begins to disappear from the surface, but before any drying shrinkage or craze cracks begin to appear. In the event of any delay, in the application of the curing compound, which results in any drying or cracking of the surface, application of water with an atomizing nozzle as specified under "Water Method", shall be started immediately and shall be continued until the application of the compound is resumed or started, however, the compound shall not be applied over any resulting free standing water. Should the film of compound be damaged from any cause before the expiration of 7 days after the concrete is placed in the case of structures, the damaged portion shall be repaired immediately with additional compound. Curing compound shall not be diluted or altered in any manner after manufacture. At the time of use, the compound shall be in a thoroughly mixed condition. If the compound has not been used within 120 days after the date of manufacture, the Engineer may require additional testing before the use to determine compliance to requirements. An anti-setting agent or a combination of anti-setting agents shall be incorporated in the curing compound to prevent caking. The curing compound shall be packaged in clean barrels or steel containers or shall be supplied from a suitable storage tank located on the Site. Storage tank shall have a permanent system designed to completely redisperse any settled material

without introducing air or any other foreign substance. Containers shall be well-sealed with ring seals and lug type crimp lids. The linings of the containers shall be of a character that will resist the solvent of the curing compound. Each container shall be labeled with a manufacturer's name, specification number, batch number, capacity and date of manufacture, and shall have label warning concerning flammability. The label shall also warn that the curing compound shall be well-stirred before use. When the curing compound is shipped in tanks or tank trunks, a shipping invoice shall accompany each load. The invoice shall contain the same information as that required herein for container labels.

4.

Formed surfaces of concrete may be cured by retaining the form-in-place. The forms shall remain in place for a minimum period of 7 days after the concrete has been placed, except that for members over 50 cm in least dimensions, the forms ooden shall remain in place for a minimum period of 5 days. W forms shall be kept wet by watering during the curing period. 5.

The curing compound method may be used on concrete surfaces which are to be buried under ground and surfaces where only Ordinary Surface Finish is to be applied and on which a uniform color is not required and which will not be visible from public view.

Waterproof Membrane Method The exposed finished surfaces of concrete shall be sprayed with water, using a nozzle that so atomizes the flow that a mist and not a spray is formed until the concrete has set, after which a curing membrane of waterproof paper or plastic sheeting shall be placed. The curing membrane shall remain in place for a period of not less than 72 hours.

The top surface of highway bridge decks shall be cured by either the curing compound method or the water method. The curing compound shall be applied progressively during the deck finishing operations. The water cure shall be applied not later than 4 hours after completion of the deck finishing.

Waterproof paper and plastic sheeting shall conform to the specification of AASHTO M 171.

When deemed necessary by the Engineer during periods of hot weather, water shall be applied to concrete surface being cured by the curing compound method or by the forms-in-place method until the Engineer determine that a cooling effect is no longer required.

The waterproof paper or plastic sheeting shall be formed into sheets of such width as to cover completely the entire concrete surface. All joints in the sheets shall be securely cemented together in such a manner as to provide a waterproof joint. The joint seams shall have a minimum lap of 100 mm. The sheets shall be securely weighed down by placing a bank of earth on the edges of the sheets or by other means satisfactory to the Engineer. Should any portion of the sheets be broken or damaged within 72 hours after being placed, the broken or damaged portions shall be immediately repaired with new sheets properly cemented into place. Sections of membrane which have lost their waterproof qualities or have been damaged to such an extent as to render them unfit for curing, the concrete shall not be used.

Curing Cast-In-Situ Concrete All newly placed concrete for cast-in-situ structures, other than highway bridge deck, shall be cured by the water method, the forms-in-place method, or as permitted herein, by the curing compound method, all in accordance with the requirements of Subsection, 407.3.8 Curing Concrete.

Curing compound may be sampled by the Engineer at the source of supply and on the Site. 3.

Forms-in-Place Method

6.

Curing Pre-Cast Concrete (except piles) Pre-cast concrete members shall be cured for not less than 7 days by the water method or by steam curing. Steam curing for pre-cast members shall conform to the following provisions: a.

After placement of the concrete, members shall be held for a minimum 4-hour pre-steaming period.

b.

To prevent moisture loss on exposed surfaces during the pre-steaming period, members shall be covered immediately after casting or the exposed surface shall be kept wet by fog spray or wet blankets.

c.

d.

Enclosures for steam curing shall allow free circulation of steam about the member and shall be constructed to contain the live steam with a minimum moisture loss. The use of tarpaulins or similar flexible covers will be permitted, provided they are kept in good condition and secured in such a manner to prevent the loss of steam and moisture. Steam at jets shall be low pressure and in a saturated condition. Steam jets shall not impinge directly on the concrete, test cylinders, or forms. During application of the steam, the temperature rise within the enclosure shall not exceed 20°C per hour. The curing temperature throughout the enclosure shall not exceed 65°C and shall be maintained at a constant level for a sufficient time necessary to develop the required compressive strength. Control cylinders shall be covered to prevent moisture loss and shall be placed in a location where temperature of the enclosure will be the same as that of the concrete.

e. Temperature recording devices that will provide an accurate continuous permanent record of the curing temperature shall be provided. A minimum of one temperature recording device per 50 m of continuous bed length will be required for checking temperature. f.

7.

Curing of pre-cast concrete will be considered completed after the termination of the steam curing cycle.

comple weeks

The Contractor may review the fa lsework drawings at any time provided sufficient time is allowed for the Engineer's review before construction is started on the revised portion. Assumptions used in design of the falsework shall include but not be limited to the following: 1.

2. 3.

4.

5.

Curing Pre-cast Concrete Piles 6. All newly placed concrete for pre-cast concrete piles, conventionally reinforced or prestressed shall be cured by the "Water Method" as described in Subsection 407.3.8, Curing Concrete, except that the concrete shall be kept under moisture for at least 14 days. At the option of the Contractor, steam curing may be used in which case the steam curing provisions of Subsection 407.3.8 (6), Curing Pre-Cast Concrete (except piles) shall apply except that the concrete shall be kept wet for at least 7 days including the holding and steaming period.

407.3.9

Falsework Design and Drawings

Detailed working drawings and supporting calculations of the false work shall be furnished by the Contractor to the Engineer. No falsework construction shall start until the Engineer has reviewed and approved the design. The Contractor shall provide sufficient time for the Engineer to complete this review. Such time shall be proportionate to the 290

xity of the falsework design and in no case be less than two

The entire superstructure cross-section, except for the railing, shall be considered to be placed at one time, except when in the opinion of the Engineer, a portion of the load is carried by members previously cast and having attained a specified strength. The loading used on timber piles shall not exceed the bearing value for the pile and shall in no case exceed 20 tonne per pile. Soil bearing values and soil condition (wet and dry) shall be designated by the Contractor on the falsework drawings. Falsework footings shall be designed to carry the loads imposed upon them without exceeding estimated soil bearing values or allowable settlements. The maximum loadings and deflections used on jacks, brackets, columns and other manufactured devices shall not exceed the manufacturer's recommendations. If requested by the Engineer, the Contractor shall furnish catalogue or other data verifying these recommendations. If the concrete is to be prestressed, the falsework shall be designed to support any increased or readjusted loads caused by the prestressing forces. Joints supporting slabs and overhangs shall be considered as falsework and designed as such.

For the construction of falsework over and adjacent to roadways where falsework openings are required for maintaining traffic, the Contractor shall provide any additional features for the work needed to insure that the falsework will be stable if subjected to impact by vehicles. The falsework design at the locations where said openings are required shall include but not be limited to the following minimum provisions: a.

Each exterior stringer in a span shall be securely anchored to the following cap or framing.

b.

Adequate bracing shall be used during all stages of falsework construction and removal over or adjacent to public traffic.

291

c.

Falsework members shall be at least 300 mm clear of temporary protective railing members.

The falsework drawings shall include a superstructure placing diagram showing proposed concrete placing sequence and construction joint locations, except that where a schedule for placing concrete is shown on the Contract Plans, no deviation will be permitted there from unless approved in writing by the Engineer. The falsework drawings shall show pedestrian openings which are required through the falsework. Anticipated total settlements of falsework and forms shall be indicated by the Contractor on the falsework drawings. These should include falsework footing settlements over 20 mm which will not be allowed unless otherwise permitted by the Engineer. Deck slab forms between girders shall be constructed with no allowance for settlement relative to the girders. Detailed calculations by the Contractor showing the stresses deflections, and camber necessary to compensate for said deflections in all load supporting members shall be supplied. After approving the Contractor's falsework deflection camber, the Engineer will furnish to the Contractor the amounts of camber necessary to compensate for vertical alignment or anticipated structure deflection, if these are not shown on the drawings. The total camber used in constructing falsework shall be the sum of the aforementioned cambers. 407.3.10 Falsework Construction The falsework shall be constructed to conform to the falsework drawings. The materials used in the falsework construction shall be of the quantity and quality necessary to withstand the stresses imposed. The workmanship used in falsework shall be of such quality that the falsework will support the loads imposed on it without excessive settlement or take-up beyond that shown on the falsework drawings. When falsework is supported on piles, the piles shall be driven to a bearing value equal to the total calculated pile loading as shown on the falsework drawings. Suitable jacks or wedges shall be used in connection with falsework to set the forms to their required grade and to take up any excessive settlement in the falsework either before or during the placing of concrete.

settlement of the entire portion of the structure determ ine the total where concrete is being placed. nticipated events occur, including settlements that Should una ±20 mm from those indicated on the falsework deviate more than , which in the opinion of the Engineer would prevent obta ining drawings a structure conforming to the requirement of the Specification, the placing of concrete shall be discontinued until corrective measures satisfactory to the Engineer are provided. n the event satisfactory I measures are not provided prior to initial set of the concrete in the affected area, the placing of concrete shall be discontinued at a location determined by the Engineer. All unacceptable concrete shall be removed. 407.3.11 Removing Falsework Unless otherwise shown on the drawings, or permitted by the pported bridge shall not Engineer, falsework supporting any span of a su be released before 14 days after the last concrete, excluding concrete above the bridge deck, has been placed. Falsework supporting any span of a continuous or rigid frame bridge shall not be released before 14 days after the last concrete excluding concrete above the bridge deck, has been placed in that span and in the adjacent portions of each adjoining span for a length equal to at least half the length of the span where falsework is to be released. Falsework supporting deck overhangs and deck slabs between girders shall not be released until 7 days after the deck concrete has been placed. In addition to the above requirements, no falsework for bridges shall be released until the supported concrete has attained a compressive strength of at least 80% of the required 28-day strength. Falsework for cast-in place prestressed portion of structure shall not be released until after the prestressing steel has been tensioned. All falsework materials shall be completely removed. Falsework piling shall be removed at least 50 cm below the surface of the original ground or stream bed. When falsework piling is driven within the limits of ditch or channel excavation areas, the falsework piling within such areas shall be removed to at least 50 cm below the bottom and side slopes of said excavated areas. All debris and refuse resulting from work shall be removed and the site left in a neat and presentable condition.

The Contractor shall provide tell-tales attached to the soffit forms easily readable and in enough systematically-placed locations to 292

293

407.3.12 Formwork Design and Drawings The Contractor shall prepare drawings and materials data for the formwork and shutters to be submitted to the Engineer for approval unless otherwise directed. The requirements for design of formwork are the same as described under Section 407.3.9. 407.3.13 Formwork Construction Concrete forms shall be mortar tight, true to the dimensions, lines and grades of the structure and with the sufficient strength, rigidity, shape and surface smoothness as to leave the finished works true to the dimensions shown on the Plans or as required by the Engineer and with the surface finish as specified.

or 1/270 o f the center to center distance between studs, joists, form rs, form fasteners, or wales will be considered to be excessive. stiffene Should any form of forming system, even though previously approved for use , produce a concrete surface with excessive undulations, its use shall be discontinued until modifications satisfactory to the Engineer have been made. Portions of concrete structures with surface undulations in excess of the limits herein specified may be rejected by the Engineer. All exposed surfaces of similar portions of a concrete structure shall be formed with the same forming material or with materials which produce similar concrete surface textures, color and appearance. Forms for exposed surfaces shall be made of form materials of even thickness and width and with uniform texture. The materials shall have sharp edges and be mortar-tight.

Formwork and shutters are to be constructed in accordance with the approved Plans.

Forms for exposed surfaces shall be constructed with triangular fillets at least 20 mm wide attached so as to prevent mortar runs and to produce smooth straight chamfers at all sharp edges of the concrete.

The inside surfaces of forms shall be cleaned of all dirt, mortar and foreign material. Forms which will later be removed shall be thoroughly coated with form oil prior to use. The form oil shall be of commercial quality form oil or other approved coating which will permit the ready release of the forms and will not discolor the concrete.

Form fasteners consisting of form bolts, clamps or other devices shall be used as necessary to prevent spreading of the forms during concrete placement. The use of ties consisting of twisted wire loops to hold forms in position will not be permitted.

Concrete shall not be deposited in the forms until all work in connection with constructing the forms has been completed, all materials required for the unit to be poured are present, and the Engineer has inspected and approved said forms and materials. Such work shall include the removal of all dirt, chips, sawdust and other foreign material from the forms. The rate of depositing concrete in forms shall be such to prevent bulging of the forms or form panels in excess of the deflections permitted by the Specification. Forms for all concrete surfaces which will not be completely enclosed or hidden below the permanent ground surface shall conform to the requirements herein for forms for exposed surfaces. Interior surfaces of underground drainage structures shall be completely enclosed surfaces. Formwork for concrete place under water shall be watertight. When lumber is used, this shall be planed, tongued and grooved. Forms for exposed concrete surface shall be designed and constructed so that the formed surface of the concrete does not undulate excessively in any direction between studs, joists, form stiffeners, form fasteners, or wales. Undulations exceeding either 2 mm

Anchor devices may be cast into the concrete for later use in supporting forms or for lifting precast members. The use of driven types of anchorage for fastening forms of form supports to concrete will not be permitted. 407.3.14 Removal of Forms and Falsework Forms and falsework shall not be removed without the consent of the Engineer. The Engineer's consent shall not relieve the Contractor of responsibility for the safety of the work. Blocks and bracing shall be removed at the time the forms are removed and in no case shall any portion of the wood forms be left in the concrete. Falsework removal for continuous or cantilevered structures sha ll be as directed by the Engineer or shall be such that the structure is gradually subjected to its working stress. When concrete strength tests are used for removal of forms and supports, such removal should not begin until the concrete has attained the percentage of the specified design strength shown in the table below.

Part of Structure

Minimum Time

Minimum Percentage Design Strength

r spandrel-filled arches not be struck Falsework and centering fo until filling at the back of abutments has been placed up to the spring line. Fa lsework supporting the deck of rigid frame structure shall not be removed until fills have been placed back to the vertical legs.

Centering under girders, beams frames or arches Floor slabs Walls Columns Sides of beams and all other vertical surfaces

14 days 14 days 1 day 2 days

80% 70% 70% 70%

1 day

70%

In continuous structures, falsework shall not be released in any span until the first and second adjoining spans on each side have reached the strength specified herein, or in the Special Specifications. When cast-in-place post tensioned bridges are constructed, falsework shall remain in place until all post tensioning has been accomplished. Falsework under all spans of continuous structures shall be completely released before concrete is placed in railings and parapets. In order to determine the condition of column concrete, forms shall be removed from columns before releasing supports from beneath beams and girders. Forms and falsework shall not be released from under concrete without first determining if the concrete has gained adequate strength without regard to the time element. In the absence of strength determination, the forms and falsework are to remain in place until removal is permitted by the Engineer. The forms for footings constructed within cofferdams or cribs may be left in place when, in the opinion of the Engineer, their removal would endanger the safety of the cofferdam or crib, and when the forms so left intact will not be exposed to view in the finished structure. All other forms shall be removed whether above or below the ground line or water level. All forms shall be removed from the cells of concrete box girders in which utilities are present and all formwork except that necessary to support the deck slab shall be removed from the remaining cells of the box girder. To facilitate finishing, forms used on ornamental work, railing, parapets and exposed vertical surfaces shall be removed in not less than 12 nor more than 48 hours, depending upon weather conditions. In order to determine the condition of concrete in columns, forms shall always be removed from them before the removal of shoring from beneath beams and girders.

407.4 Metho

d of Measurement

forcing steel or The quantity of structural steel, structural concrete, rein other Contract Pay Items shall constitute the completed and accepte d structure which shall e easured for payment in the manner b m prescribed in the several items involved. 407.5

Basis of Payment

n 407.4, Method of The quantities measured as provided in Sectio Measurement shall be paid for at the contract price for the several Pay Items which price and payment shall be full compensation for furnishing, preparing, fabricating, placing, curing and for all labor, equipment, tools and incidentals necessary to complete the Item Such payment shall constitute full payment for the completed structure ready for use. Payment will be made under:

Pay Item Number

Description

405 (1)

Concrete Class A, C & P

405 (2) 405 (3) 400 103 601

Concrete Post/Baluster Railings Parapet Walls Piling Structure Excavation Sidewalk Concrete

404 407 (1)

Reinforcing Steel Bars Lean Concrete

Unit of Measurement

Cubic Meter Each Cubic Meter Linear Meter Cubic Meter Square Meter or Cubic Meter Kilogram Cubic Meter

When more than one item is specified, means of identification shall be inserted in parenthesis immediately after the Pay Item and letter suffixes shall be included within the parenthesis of the Pay Item Number.

rection

ITEM 408— STEEL BRIDGES

408.3.3 E

408.1 Description

rnish and place all falsework, erect all metal The Contractor shall fu the temporary construction, and do all work required to work, remove complete the structure as covered by the Contract, including the remova l of the old structure or structures if so stipulated, all in accordance with the Plans and these Specifications.

This Item shall consist of the construction of steel structure conforming to the lines, grades, dimensions and designs shown on the Plans and in accordance with the Specifications for piling, concrete metal reinforcement, structural steel and other items which constitute the completed structure. 408.2 Materials All materials shall conform to the detailed requirements specified for the component parts of the completed structure. Where special materials are required, they shall be shown on the Plans or in the Special Provisions. 408.3 Construction Methods 408.3.1 Organization and Equipment During the progress of the work the Contractor shall have a competent foreman or superintendent, experienced in steel erection, in personal charge of the work. Before starting work, the Contractor shall inform the Engineer as to the method of erection he proposes to follow and the amount and character of equipment he proposes to use, which shall be subject to the approval of the Engineer. The approval of the Engineer shall not be considered as relieving the Contractor of the responsibility for the safety of his method or equipment or from carrying out the work in full accordance with the Plans and Specifications. Erection diagrams shall be approved by the Director, Bureau of Design. 408.3.2 Handling and Storing Materials Steel and timber shall be placed on skids above the ground and shall be kept clean. The underlying ground shall be kept free from vegetation and properly drained. Girders and beams shall be placed upright and shored. Long members, such as columns and chords, shall be supported on skids placed close enough together to prevent injury by deflection. The Contractor shall be responsible for the loss of any material, which has been paid for by the Bureau, while it is in his care, or for any damage, resulting from his work. The loading, transporting, unloading and piling of structural material shall be so conducted that the metal will be kept free from injury and rough handling.

If the substructure and superstructure are built under separate Contracts, the Department will provide the substructure, constructed to correct lines and elevations and properly finished, and will establish the lines and elevation required for setting the steel. If the fabrication and erection of the superstructure are done under separate Contract, the Department will furnish detail plans for the bridge or bridges to be erected, including shop details, camber diagrams, erection diagrams, list of field rivets and bolts, and copy of shipping statements showing a list of parts and their weights. The Contractor shall provide all tools, machinery, and appliances including drift pins and fitting up bolts , necessary for the expeditious handling of the work. The falsework shall be properly des igned, substantially built and maintained for the loads which will come upon it. The Contractor, shall prepare and submit to the Engineer for approval plans for falsework or for changes in existing structure necessary for maintaining traffic. Approval of the Contractor's plans shall not be considered as relieving him of any responsibility. The parts shall be accurately assemb led as shown on the Plans and any matchmarks shall be followed. The material shall be carefully handled that no parts will be bent, broken or otherwise damaged. No hammering shall be done that will in any way injure or damage a member. Bearing surface and surfaces to be in permanent contact shall be cleaned before the members are assembled. Unless erected by the cantilever method, truss spans shall be erected on blocking so placed as to give the trusses proper camber. The blocking shall be left in place, until the tension chord splices are fully r iveted and all other truss connection pinned and bolted. Rivets in splices of butts joints of compression members and rivets in railings shall not be driven until the span is swung. Splices and filled connections shall have one-half of the holes filled with bolts and cylindrical erection p in (half bolts and half pins) before riveting. Splices and connections carrying traffic during erection shall have three-fourths of the holes so filled. Fitting up bolts shall be of the same nominal diameter as the rivets and cylindrical erection pins shall be 0.75 mm larger.

408.3.4 Welding Where so indicated on the Plans, structural members shall be joined by welding. The welds shall be of the size and type indicated and shall be made by competent operators. Shop welding shall conform in all details to the Standard Specifications for Welded Highway and Railway Bridges of the American Welding Society. Field welding shall conform to the requirement of Item 409, Welded Structural Steel. 408.3.5 Bent Material The straightening of plates, angles, and other shapes shall be done by methods not likely to produce fractures or other injury. The metal shall not be heated. Following the straightening of a bend or buckle, the surface shall be carefully inspected for evidence of fracture. Sharpkinks and bends may be cause for the rejection of the material. 408.3.6 Alignment Before beginning the field riveting, the structural steel shall be adjusted to correct grade and alignment and elevation of panel points (end of floor beams) properly regulated. For truss spans, a slight excess camber will be permitted while the bottom chords are being riveted.

screwed punch.

up tight and threads burred at the face of the nut with a center

408.3.10 M isfits and Shop Errors volving non-harmful amounts of The connection of minor misfits in reaming, cutting and chipping will be considered a legitimate part of the erection. However, any error in the shop fabrication or deformation resulting from handling and transportation which prevents the proper assembling and fitting up of parts by the moderate use of drift pins or a moderate amount of reaming and slight chipping and cutting shall be reported immediate ly to the Engineer, and his approval of the method of correction obtained. If the Contract provides for completed fabrication and erection, the Contractor shall be responsible for all misfits, errors and injuries and shall make the necessary correction and replacements. If the Contract is for erection only, the inspector, with the cooperation of the Contractor shall keep a correct record of labor and materials and be used in correction of misfits, errors and injuries, not due to actions of the Contractor, and the Contractor shall render within 30 days an itemized bill for the approval of the Engineer. 408.3.11 Placing Anchor Bolts Anchor bolts shall be placed as provided un Structures or as shown on the Plans.

der Item 407, Concrete

408.3.7 Field Riveting 408.3.12 Setting Shoes and Bearing Pneumatic hammers shall be used for field riveting. Cup-faced dollies, fitting the head closely, shall be used to insure good bearing. Connections shall be secured and accurately fitted up before the rivets are driven. Drifting shall be only such as to draw the parts into position and not sufficient to enlarge the holes or distort the metal. Unfair holes shall be reamed or drilled. Rivets shall be heated uniformly to light cherry-red color and shall be driven while hot. They shall not be overheated or burned. Rivet heads shall be full and symmetrical, concentric with the shank, and shall have full bearing all around. They shall not be smaller than the heads of the shop rivets. Rivets shall be tight and shall grip the connected parts securely together. Caulking or recupping will not be permitted. In removing rivets, the surrounding metal shall not be injured, and if necessary they shall be drilled out.

e placed on bridge seat Shoes and bearing plates shall not b bearing areas that are improperly finished or that are deformed or irregular. They shall be set level in exact position and elevation and shall have full even bearing. Unless otherwise specified, the shoes and bearing plates shall be set by the following methods: a. The bridge seat bearing area shall be heavily coated with lead paint and then covered with three layers of 340.2 to 369.8 g duck, each layer being coated thoroughly on its top surface with red-lead paint. The shoes and bearing plates shall be placed in position while the paint is plastic . As an alternate to canvas and red lead 3 mm sheet lead may be used if called for on the Plans or is approved by the Engineer.

408.3.8 Bolted Connections b. In bolted connections, the nut shall be drawn up tight and set by center punching the threads of the bolt at the face of the nut. 408.3.9 Pin Connections Pilot and driving nuts shall be used in driving pins. Pins shall be so driven that the members will take full bearing on them. Pin nuts shall be

The shoes and bearing plates shall be properly supported and fixed with grout. No lead shall be placed upon them until the grout has set for at least 96 hours, adequate provision being made to keep the grout well moistened during this period. The nd Cement to one part grout shall consist of one part Portla fine-grained sand.

The location of the anchor bolts in relation to the slotted holes in the expansion shoes correspond to the temperature at the time of erection. The nuts on the anchor bolts at the expansion end of spans shall be adjusted to permit the free movement of span. Anchor bolt nuts shall be set by center punching the threads of the bolts at the face of the nut. 408.3.13 Painting Unless otherwise specified, metal work shall be given two shop coats of red lead paint and two field coats of paint as specified under Item 411, Paint.

408.5 B

asis of Payment

rescribed above, shall be paid for at The quantities, measured as p the contract until price for the several Pay Items which price and payments sha ll be full compensation for furnishing, preparing, fabricating, transporting, placing and erecting all structural steel and all other mater ials for the complete structure; for all shop work, painting and field work; for all labor, equipment, tools and incidentals necessary to complete the Item. Such payment shall constitute full payment for the completed structure ready for use, and no allowance shall be made for cofferdam construction, falsework, or other erection expenses as provided under Subsection 408.3 .10.

408.3.14 Placing Concrete ITEM 409 — WELDED STRU On steel spans, the concrete floor shall not be placed until the span has been swung or released from the falsework. The concrete shall be placed symmetrically on the span beginning at the center and working simultaneously towards each end or beginning at the ends and working simultaneously towards the center. In either case, the concrete shall be placed continuously between construction joints designated on the Plans or approved in writing by the Engineer.

409.1

CTURAL STEEL

Description

el members This work shall consist of the joining of structural ste with welds of the type, dimensions, and design shown on the Plans and in accordance with the Specifications.

408.3.15 Timber Floors

It is the intent of this Specification to provide for work of a quality comparable to that required under the Standard Specifications for Welded Highway and Railway Bridges of the American Welding Society. In case of dispute or for situations not adequately provided for in this Specification, those designated Standard Specifications hall e s b considered as the final authority and shall govern except as amended by the Special Provisions.

Timber floors of the species and grade indicated on the Plans shall be built as specified under Timber Structures, Item 402.

Welding of Structural Steel shall be done only when shown on the Plans or authorized in writing by the Engineer.

408.3.16 Field Inspection

409.2 Materials Requirements

All materials and work of erection shall be subject to the inspection of the Engineer, who shall be given all facilities required.

Steel base metal to be welded shall furnace steel conforming to AASHTO M 183.

Materials and workmanship not previously inspected will be inspected after its delivery to the site of the work. Any materials inspected and accepted prior to delivery on the work shall be subject to rejection if found defective after delivery.

All arc-welding electrodes shall conform to the requirements of American Welding Society Specifications. Electrodes shall be of classification numbers E7016, E7018 or E7028 as required for the positions, type of current and polarity, and other conditions of intended use, and to conform to any special requirements indicated on the Plans.

Concrete shall be cured specified under Item 407, Concrete Structures.

408.4 Method of Measurement The quantity of structural steel and other Contract Pay Items which constitute the completed and accepted structure shall be measured for payment in the manner prescribed in the several items involved.

302

be open-hea

rth or electric

Filler material to be used in the repair or strengthen ing of old structures or for joining new parts to existing steel members, shall be adopted to the material to be welded and may depart from the foregoing requirements only if agreed by the Engineer.

303

409.3.1 Equipment

ainst the light of the arc shall be maintained Suitable protection ag by the Contractor when arc-welding operation might be viewed within harmful range by persons other than the actual welders and inspectors.

409.3.1.1 General

409.3.2

409.3

Construction Requirements

All items of equipment for welding and gas cutting shall be so designed and manufactured and in such condition as to enable qualified welders to follow the procedures and attain the results prescribed in this Specification. 409.3.1.2

Arc- Welding Equipment

Welding generators and transformers shall be designed expressly for welding. They shall be capable of delivering steady currents adjustable through a range ample for the work requirements. They shall respond automatically and quickly to changes in power requirements due to variations in arc length and shall deliver full current promptly on striking an arc. Welding cable shall have sufficient conductivity to avoid overheating and inadequate current at the arc and shall be effectively insulated against welding circuit voltage. Earth or ground connections and circuits shall be secured and adequate to carry the welding currents. Electrode holders shall grip the electrode firmly and with good electrical contact. Approved automatic welding heads may be used, with suitable auxiliary handling equipment to provide automatic instead of manual control of electrode and welding arc. 409.3.1.3

Gas - Cutting Equipment

Torches and tips shall be of proper size and type of the work at hand. Suitable regulators shall afford the welder complete control over the pressure and rate of flow of each gas. 409.3.1.4 Protective Equipment All personnel protective equipment shall conform to the American Standard Association Code for such equipment.

Welding

409.3.2.1

G

eneral

d by the metal-arc process, using the Welding shall be performe electrodes specified with either direct or alternating current. Surfaces to be welded shall be smooth, un iform and free from fins, tears, and other defects which would adversely affect the quality of the weld. Edges of material shall be trimmed by machining, chipping, grinding, or machine gas-cutting to produce a satisfactory welding edge wherever such edge is thicker than: 13 mm for sheared edge of material; 16 mm for toes of angles or rolled shapes (other than wide lfange sections); 25 mm for universal mill plate or edges of flange sections. The width of root face used, shall be not more than 1.5 mm for parts less than 10 mm in thickness nor more than 3 mm for parts 10 mm or more in thickness. Butt welds shall be proportioned so that the ir surface contours will lie in gradual transition curves. For butt welded joints between base metal parts of unequal thickness, a transition shall be provided on a slope or level not greater than 1 in 2.5 to join the offset surfaces. This transition may be provided by sloping the surface of the weld metal or by bevelling the thicker part or by combination of these two methods. Surfaces to be welded shall be free from loose scale, slag, rust, grease or other material that will prevent proper welding. Mill scale that withstands vigorous wire brushing or a light fi lm of drying oil or rust inhibitive coating may remain. Surfaces within 50 mm of any weld location shall be free of any paint or other material that would prevent proper welding or produce objectionable fumes while we lding. No operation or actual welding or gas-cutting shall be performed on a member while it is carrying live load stress or while subject to shock and vibration and from moving loads. Welding and gas-cutting shall cease in advance of the application of such loads. 409.3.2.2 Welders

The Contractor shall enforce the use of approved accessories necessary for the protection and convenience of the welders and for the proper and efficient execution of the work.

All welding shall be done by approved competent a and fully qualified welders.

nd experienced

409.3.2.3 Preparation of Materials for Welding Dimensional tolerance, straightness and flatness of the structural shapes and plates shall be within the limits prescribed in this Specification. Structural steel which is to be welded shall preferably not be painted until all welding is completed. Preparation of edges by gas-cutting shall, wherever practicable, be done by machine gas-cutting. Machine gas-cutting edges shall be substantially as smooth and regular as those produced by edge planing and shall be left free of slag. Manual gas cutting shall be permitted only where machine gas-cutting is not practicable and with the approval of the Engineer. The edge resulting from manual gas-cutting shall be inspected and smoothed with special care. All re-entrant corners shall be filleted to a radius of least 19 mm. The cut lines shall not extend beyond the fillet and all cutting shall follow closely the line prescribed. 409.3.2.4 Assembly The parts to be joined by fillet welds shall be brought into a close contact as practicable, and no event shall be separated more than 5 mm. If the separation is 1.5 mm or greater, the leg of the fillet weld shall be increased by the amount of separation. The separation between faying surfaces of lap joints and of butt joints landing on a backing structure shall not exceed 1.5 mm. The fit of joints which are not sealed by welds throughout their length shall be sufficiently close to exclude water after painting. Where irregularities in rolled shape or plates, after straightening, do not permit contact within the above limits, the procedure necessary to bring the material within these limits shall be subject to the approval of the Engineer. Cutting parts to be joined by butt welds shall be carefully aligned. Where the parts are effectively restrained against bending due to eccentricity or alignment, a maximum offset of 10 percent of the thickness or the thinner part joined, but in no case more than 3 mm, may be permitted as a departure from the theoretical alignment. In connecting alignment in such cases, the parts shall not be drawn into a greater slope than two degrees (1 in 30). Measurement of offset shall be between centerline of parts unless otherwise shown on the Plans. When parts abutting edge to edge differ in thickness, the joint shall be of such form that the slope of either surface through the transition zone does not exceed 1 in 2.5, the thicker part being bevelled, if necessary.

f jigs and fixtures is recommended where practicable. uch use o S fastening devices as may be used shall be adequate to insure safety. Plug and slot welds may be used to transmit shear in a lap joint or to prevent the buckling or separation of lapped parts. The diameter of the hole for a plug weld shall not be less than the thickness of the part containing it plus 8 mm nor shall it be greater than 2.25 times the thickness of the weld. The minimum center spacing of p lug welds shall be four times the diameter of the hole. The length of the slot for a slot weld shall not exceed ten times the thickness of the weld. The width of the slot shall not be less than the thickness of the part containing it plus 8 mm nor shall it be greater than 2.25 times the thickness of the weld. The ends of the slot shall be semicircular or shall have the corners rounded to a radius not less than the thickness of the part containing it, except those ends which extend to the edge of the part. The minimum spacing of lines of slot we lds in a direction transverse to their length shall be 4 times the width of the slot. The m inimum al direction on any line shall be 2 center to center spacing in a longitudin times the length of the slot. The thickness of plug or slot welds in material 16 mm or less in thickness shall be equal to the thickness of the material. n material I over 16 mm in thickness, it shall be at least one-half the thickness of the material but not less than 16 mm. Tack welds, located where the final we lds will later be made, shall be subject to the same quality requirements as the final weld. ack T welds shall be as small as practicable and where encountered in the final welding, shall be cleaned and fused thorough ly with the final weld. Defective, cracked or broken tack welds shall be removed before final welding. Members or component parts of structures shall be assembled and matchmarked prior to erection to insure accurate assembly and adjustment of position on final erection. Painted assembly marks shall be removed from any surface to be welded. 409.3.2.5 Control of Distortion and Shrinkage Stres

ses

Members to be welded shall be brought into correct alignment and held in position by bolts, clamps, wedges, guy lines, struts, other suitable devices or tack welds until welding has been completed. The

built-up member In assembling and joining parts of a structure or a and in welding reinforcing parts to existing members, the procedure and sequence of welding shall be such as will avoid distortion and minimize shrinkage stresses.

306

307

As far as practicable, long parallel lines of welding on a part or member shall be executed concurrently, and all welds shall be deposited in a sequence that will balance the applied heat of welding on various sides as much as possible while the welding progresses.

ng harmful internal stresses. The procedure and sequence that produci is used for making such splices shall be planned in advance in full detail and submitted to the Engineer and shall be subject to his approval. The ends of all butt welds in flanges of beams and girders shall be made with extension bars regardless of the thickness of such flanges.

Before the commencement of welding on a structural member in which severe shrinkage stresses or distortion are likely to occur, a complete program for welding sequence and distortion control shall be submitted to the Engineer and shall be subject to his approval. The direction of the general progression in welding on a member shall be from points where parts are relatively fixed in position, with respect to each other, toward points which have a greater relative freedom of movement. Where part or member is to be welded on both ends into a rigid structure or assembly, the connection at which the greatest shrinkage will occur in the direction of the length of the part or member, shall be made while the part or member is free to move in the direction of the shrinkage; and the connection involving the least shrinkage shall be made last. A weld designed to sustain tensile stress shall be made in such a way that their welding is being performed at any point, all parts that would offer restraint against shrinkage can shrink, deform or move enough to preclude serious shrinkage stresses. In welding of built-up members of heavy sections, particularly those T or H-shapes where the flanges are considerably heavier than the stems or webs, and in any case where the component parts are 38 mm or greater in thickness, special care shall be exercised during welding to avoid weld cracking. In the welding of members of such heavy section, the temperature of contiguous areas about a welding operation shall be equal, and not less than 55°C. If necessary, the lighter parts shall be heated while the weld is cooling, to keep the temperature of contiguous parts substantially equal. In the fabrication of cover-plated beams and built-up members, all shop splices in each component part shall be made before such component part is welded to other parts of the member. In making all butt-welded splices in rolled shapes and in making butt-welded field splices in built-up sections (such as in H or I-sections) the sequence and procedure of welding shall be such as to take into account unequal amounts of expansion or contraction in the parts being welded. The procedure and sequence shall be such that while the weld and the heated base metal are contracting at any point, any part of the member that would furnish restraint against such contraction can move or shrink enough to prevent the shrinkage of the heated metal from

Welding shall not e one hen urfaces are wet from b d w s condensation or rain which is falling on the surfaces to be welded; nor during per iods of high winds unless the welding operator and the work are properly protected. 409.3.2.6 Tech

nique of Arch- Welding

form with respect to voltage and The welding current shall con current (and polarity, of direct current is used) to the recommendations of the manufacturer of the electrode being used, as indicated in the instructions that are inc luded with each container of electrodes. Arc lengths and electrical potential and current shall be suited to the thickness of material, type of groove and other circumstances attendant to the work. The maximum size of electrode permitted shall be 5 mm with the following exceptions: 1.

The maximum size for flat position welding of all passes except the root pass shall be 8 mm.

2.

The maximum size for horizontal fil let welds shall be 6 mm.

The electrode for the single pass fillet weld and for the root passes of all multiple layer welds in all cases sha ll be of the proper size to insure thorough fusion and penetration w ith freedom from slag inclusions. ther deposited in one pass or A single layer of the weld metal, whe made up of several parallel beads, shall not exceed 3 mm in thickness except that the bead at the root may be 6 mm in thickness if the position of welding and the viscosity of the weld metal permit control of the latter so that it does not overflow upon unfused base metal. The maximum size of fillet weld which may be made in one pass shall be 8 mm except that for vertical welds made upward the maximum size made in one pass shall be 13 mm. In vertical welding the first root pass shall be formed from the bottom upward. Succeeding passes may be formed by any technique that will fulfill the requirements of the Specification and Plans.

The electrode manipulation during welding shall insure that: 1.

Complete fusion between the base metal and the deposited weld metal is obtained.

2.

The melted base metal is replaced by weld metal so that no undercut remains along the edges of the finished weld.

3.

The molten weld metal floats all slag, oxide and gases to the surface behind the advancing arc.

Each time the arc is started, either to begin a weld or to continue partly completed weld, the arch shall be manipulated to obtain complete fusion of the deposited weld metal with the base metal and with any previously deposited weld metal, before any progression of the arc along the joint.

3.

edure shall be the same as For overhead welds, the proc for flat welds except that the slag shall be allowed to cool and shall be completely removed after depositing each successive layer until the hole is filled to the required depth.

Slot welds shall be made with a technique similar to that specified above for plug welds, except that if the length of the slot exceeds three times the width, or if the slot extends to the edges of the part of the technique specified above for making plug welds shall be followed for the type of flat position welds. 409.3.2.7 Deta ils of Welds the relation between weld size The following tabulation shows that and the maximum th ickness of material on which various sizes of fillet welds may be used:

At the completion of a pass or weld, the arc shall be manipulated so as to fill the crater with sound metal. Size of Fillet Weld Before welding over previously deposited metal, the slag shall be removed and the weld and adjacent base metal shall be brushed clean. This requirement shall apply not only to cratered areas but also when welding is resumed after any interruption. It shall not, however, restrict the making of plug and slot welds, in accordance with the following paragraphs.

5 mm 6 mm 8 mm 10 mm 13 mm 16 mm over

Maximum Thickness of Part 13 mm 19 mm 32 mm 51 mm 152 mm 152 mm

In making plug welds the following techniques shall be used: 1.

For flat welds, the arc shall be carried around the root of the joint and then weaved along a spiral path to the center of the hole, fusing and depositing a layer of weld metal in the root and bottom of the joint. The arc shall then be carried to the periphery of the hole, and the procedure repeated, fusing and depositing successive layers to fill the hole to the depth required. The slag covering the weld metal shall be kept molten, or nearly so, until the weld is finished. If the arc is broken, except briefly for changing electrodes, the slag must be allowed to cool and shall be completely removed before restarting the weld.

2.

For vertical welds, the arc shall be started at the root of the joint, at the lower side of the hole and carried upward on the zigzag path, depositing a layer about 5 mm thick on the exposed face at the thinner plate and fused to it and to the side of the hole. After cleaning the slag from the weld, other layers shall be similarly deposited to fill the hole to the required depth.

The maximum size of fillet weld that may be used along the edge of material 6 mm or more in thickness shall be 1.5 mm less than the thickness of the material. The minimum effective length of fillet weld shall be four times its size and in no case less than 38 mm. Fillet welds terminating at the corners of parts or members shall, wherever practicable, be turned continuously full size around the corners for a distance not less than twice the nominal size of the weld. Intermittent fillet welds, preferably, shall not be used. They shall be permitted only where the required weld area is less than that of a continuous fillet weld of the minimum size. If used on main members, they shall be chain intermittent welds. In all other cases, chain intermittent welding is preferable to staggered intermittent welding. Spacing of intermittent fillet welds shall be measured between the center of the weld segments. The spacing shall conform to the following requirements unless calculated stresses between the parts require closer spacing:

1.

At the end of members, there shall preferably be continuous longitudinal fillet welds at least as long as the width of the element or member being connected.

2.

The clear spacing in the direction of stress of stitch welds that connect plates to other plates or to shapes shall not exceed: a. For compression members ........ 10 times the thickness of the thinner part but not more than 300 mm. b. For tension members 14 times the thickness of the thinner part but not more than 300 mm. The spacing transverse to the direction of stress shall not exceed 24 times the thickness of the thinner part connected.

3.

For members composed of two or more rolled shapes in contact with one another, the longitudinal spacing of stitch welds shall not exceed 600 mm.

Fillet welds in holes or slots may be used to transmit shear in lap joints or to prevent the buckling or separation of lapped parts. The fillet welds in a hole or slot may overlap. Seal welding shall preferably be accomplished by a continuous weld combining the function of sealing and strength, changing sections only as the required strength may necessitate. Exposed faces of welds shall be made reasonably smooth and regular, shall conform as closely as practicable to the design requirements and shall not at any place be inside the intended crosssection. Weld dimension in excess of the design requirements shall not be a cause for rejection, but in case excess weld metal involves serious malformation, such work shall be rejected. All fillet welds shall be of acceptable types. All fillet welds that carry reversed stresses running in a direction perpendicular to their longitudinal axis shall be of the concave type or the 0-gee type when the fillet weld is flushed with the edge of a member. When one of these types is specifically indicated on the Plans for a weld, it shall be of that type. Butt welds shall preferably be made with a slight reinforcement, except as may be otherwise provided, and shall have no defects. The height of reinforcement shall be not more than 3 mm. All butt welds, except produced with aid of backing material, shall have the root of the initial layer chipped out or otherwise cleaned to sound metal and welded in accordance with the requirements of the Specification. Butt welds made with the use of a backing of the same

base metal shall have the weld metal thoroughly fused materials as the with the backing materials. Ends of butt welds shall be extended past the edges of the parts joined by means of extension bars providing a similar joint preparation and having a width not less than the thickness of the thicker part jointed; or for material 19 mm or less in thickness, the ends of the welds shall be chipped or cut down to solid metal and side welds applied to fill out the ends to the same reinforcement as the face of the welds. xtension E bars shall be removed upon completion and cooling of the weld and the ends of the weld made smooth and flush with the edges of the abutting parts. 409.3.2.8 Quality of Welds mall gas Weld metal shall be solid throughout except that very s pockets and small inclusions of oxide or slag may be accepted if well dispersed and if none exceeds 1.5 mm in greatest dimension , and if the sum of the greatest dimensions of all such defects of weld metal area does not exceed 15 mm in an area of 10 cm2. There shall be complete fusion between the weld metal and the base metal and between successive passes throughout the joint. Welds shall be free from overlap and the base metal free from undercutting. All craters shall be filled to the full cross-section of the welds. 409.3.2.9 Correction In lieu of rejection of an entire piece of member containing welding which is unsatisfactory or indicates inferior workmanship, the following corrective measures may be permitted by the Engineer whose specific approval shall be obtained for making each correction: 1.

Removal of part or all of the welds shall be effected by chipping, grinding or gas-gouging.

2.

Defective or unsound welds shall be corrected either by removing and replacing the welds, or as follows: a. Excessive convexity — Reduce to size by removal of excess weld metal. b. Shrinkage crack in base metal, craters and excessive porosity — Remove defective portion of base and weld metal down to sound metal and deposit additional we ld metal. c. Undercutting, undersize and excessive concavity — Clean and deposit additional weld metal.

d. Overlapping and lack of fusion — Remove and replace the defective length of weld. e. Slag inclusion — Remove those parts of the weld containing slag and fill with weld metal. f. Removal of adjacent base metal during welding — Clean and form full size by depositing additional weld metal. 3.

4.

5.

6.

Where corrections require the depositing of additional weld metal, the electrode used shall be smaller than the electrode used in making the original weld. A cracked weld shall be removed throughout its length, unless by the use of acid etching, magnetic inspection or other equally positive means, the extent of the crack can be ascertained to be limited, in which case sound metal 50 mm or more beyond each end of the crack need not be removed. In removing defective parts of a weld, the gas-gouging, chipping or grinding shall not extend into the base metal any substantial amount beyond the depth of the web penetration unless cracks or other defects exist in the base metal. Where the work performed subsequent to the making of a deficient weld has rendered the weld inaccessible or has caused new conditions which would make the correction of the deficiency dangerous or ineffectual, the original condition shall be restored by renewal of welds or members, or both before making the necessary corrections, or else the deficiency shall be compensated by additional work according to a revised design approved by the Engineer.

7.

Caulking of welds shall not be done.

8.

Before adding weld metal or rewelding, the surfaces shall be cleaned thoroughly. Where incomplete fusion is disclosed by chipping, grinding or gas gouging, to correct defects, that part of the weld shall be removed and rewelded.

cleaned of spatter, rust, loose scale, oil and dirt. Slag shall be shall be cleaned from all welds. Welds that a re to be galvanized shall be treated to remove every lag. particle of s 409.3.2.12 I

dentification

The operator shal l place his identification mark with crayon, or elds made by him. paint, near the w 409.3.2.13 Inspecti

on

rk, inspection shall be carried out On completion of the welding wo by an Inspector appointed by the Engineer. The size and contour of welds shall be measured with suitable gauges. The Inspector shall identify with a distinguishing mark a ll welds that he has inspected and accepted. The Contractor shall remove and replace, or correct as instructed, all welds found defective or deficient. He shall also replace all methods found to produce inferior results, with methods which will produce satisfactory work. In the event that fault welding or the removal for rewelding of faulty welding shall damage the base metal, the Contractor shall remove and replace the damaged material. 409.4 Measurement and Payment Unless otherwise provided in the Special Provisions, welded structural steel structures shall not be measured and paid for separately, but the cost thereof shall be considered as included in the contract price for other Items. ITEM 410 — TREATED AND UNTREATED TIMBER

409.3.2.10 Stress Relieving

410.1

Peening to reduce residual stress of multi-layer welds may be used only if authorized and ordered by the Engineer. Care shall be exercised to prevent overpeening which may cause overlapping, scaling, flecking or excessive cold working of weld and base metal.

This Item shall consist of structural timber of the specie and size called for on the Plans, either treated or untreated as called for in the Proposal. It shall include the furnishing of the timber, the framing, erecting, furnishing of hardware and the furnishing of paint and paintings if paint is called for on the Plans or in the Special Provisions.

Description

409.3.2.11 Cleaning and Protective Coatings Painting shall not be done until the work has been accepted and shall be in accordance with the Specification. The surface to be painted

314

315

410.2 Material Requirements 410.2.1 Timber Timber shall be the specie specified on the Plans. Unless otherwise noted on the Plans or in the Special Provisions, only the best grade shall be used. It shall be free from loose knots, splits, worm holes decay, warp, ring separation, or any defect which will impair its strength or render it unfit for its intended use. Any specie specified on the Plans may be used for untreated timber and if that specie is not available, a specie of equivalent strength and durability may be used if authorized by the Engineer. If the timber is to be treated, only those species shall be used which are known to possess properties which make them favorable to treatment. 410.2.2 Paint When painting of timber is required, the paint shall conform to the requirements of Item 411, Paint. 410.2.3 Hardware Hardware shall conform to the requirements of Item 402, Timber Structures.

um penetration of the preservative into the surface of the The minim 20 mm. The minimum retention of the preservative per timber shall be tre of timber shall be as follows: cubic me se, 192 kg by empty cell process For general u For marine use, 320 kg by full cell process The Engineer shall be notified at least 10 days in advance of the date that the treating process will be performed in order that the untreated timber, the treatment process, and the finished treatment timber may a ll be inspected. The Engineer shall inspect the timber prior to treatment to determine conformance with those Specifications and suitability of conditions for treatment. e shall be permitted free H access to the plant in order that temperatures, pressures and quantities and type of treatment materials used may be observed. Samples of the creosote or creosote petroleum oil mixture shall be furnished as required for tests. After completion of the treatment, the timber shall be checked to determine penetration of treatment, amount of checking quantity of free preservative remaining on the timber and will check any other visual evidence that the treatment has been performed in a satisfactory manner. The penetration of treatment shall be determined by boring a sufficient number of well-distributed holes to determine the average penetration. All such holes shall be plugged with plugs approximately 1.6 mm larger in diameter that the bit used in boring the holes.

410.2.4 Preservatives The preservatives shall be creosote oil or creosote petroleum oil blend as called for on the Plans or by the Special Provisions, and shall conform to the Standard Specifications for Pressure Treatment of Timber Products, ASTM D 1760. When timber is intended for marine use, the creosote petroleum oil blend shall not be used.

If the penetration of preservative is less than the required amount, the entire charge, or such parts thereof as are determined by the Inspector to be unsatisfactory, may be retreated. If after retreatment the penetration is still insufficient, the treated pieces shall be rejected. Any excessive checking caused by the treating process shall be cause for rejection of the pieces in which the excessive checking Occurs.

410.3

Construction Requirements

410.3.1 Timber Treatment Treatment shall consist of the forcing of either creosote oil or a creosote petroleum oil mixture into the outer fibers of the timber by a heat and pressure process. The process shall be in accordance with AASHTO M 133, preservatives and pressure treatment process for timber, but with such changes in temperatures, pressures, duration of treatment and other factors affecting the final treatment that experience has shown to be necessary in the treatment of structural timbers sawn from woods native to the Philippines. The treatment shall be so regulated that the curing process will not induce excessive checking.

The treating plant shall be equipped with adequate thermometers and pressure gauges so that the process can be accurately controlled and a continuous record made of all stages of the treating process. If required by the Engineer, records shall be furnished showing the duration, maximum and minimum temperatures and pressures used during all stages of the process. 410.4 Method of Measurement The quantity to be paid for shall be the number of cubic meter of timber complete in place and accepted. Measurement of timber shall be computed from the nominal dimension of the timber even though the actual dimensions may be scant. The measurement of timber shall include only such timber as a part of the completed and accepted work

and will not include any timber required for a falsework, bracing or other timber required in the erection.

All paints s 1.

The paint shall show no excessive settling and shall easily redisperse with a paddle to a smooth, homogeneous state. The paint shall show no curdling, livering, caking or color separation and shall be free from lumps and skins.

2.

The paint as received shall brush easily, possess good leveling properties and shall show no running or sagging when applied to a smooth vertical surface.

3.

The paint shall dry to a smooth uniform finish, free from roughness grit, unevenness and other imperfections.

4.

The paint shall not skin within 48 hours in a % filled tightly closed container.

410.4 Basis of Payment The quantities, determined as provided in Section 410.4, Method of Measurement, shall be paid for at the contract unit price per cubic meter for Timber or Untreated Timber as called for in the Proposal, which price and payment shall constitute full compensation for furnishing all timber, for preservative treating when required, and for the delivery, framing, erecting, painting if required, and for the furnishing of all labor, hardware, tools, equipment and incidentals necessary to complete the Item. Payment will be made under:

Pay Item Number 410 (1) 410 (2)

Description Timber Treated Timber

Unit of Measurement

hall meet the following general requirements:

411.2.2 The paint shall conform to Specifications indicated as follows:

Cubic Meter Cubic Meter

Ready Mixed Red Lead Paint Aluminum Paint

ITEM 411 — PAINT 411.1

t

he

r

equirements

o

f

t

he

AASHTO M 72 and PNS Type I, II, Ill & IV AASHTO M 69 and PNS TypeI&II

White & Tinted Ready Mixed Paint Foliage Green Bridge Paint Black Paint for Bridges and Timber Structures Basic Lead-Silico-Chromate Ready Mixed Primer Ready Mixed Aluminum Paint

Description

This Item shall consist of furnishing and applying all paint materials including vehicles, pigments, pastes, driers, thinners and mixed paints for steel and wooden structures; sampling, testing and packing; preparation of the surface and application of paint to structures. 411.2 Materials Requirements

AASHTO M 70 AASHTO M 67 AASHTO M 68 AASHTO M 229 AASHTO M 260 and PNS

411.2.1 General

411.2.3 Drier

Paint, except aluminum paint, shall consist of pigments of the required fineness and composition ground to the desired consistency in linseed oil in a suitable grinding machine, to which shall be added additional oil, thinner and drier as required.

This Specification covers both straight oil drier (material free from resins and gums), and Japan drier (material containing varnish gums). The drier shall be composed of lead manganese or cobalt or a mixture of any of these elements, combined with a suitable fatty oil, with or without resins or gums, and mineral spirits or turpentine, or a mixture of these solvents. The drier shall conform to the following requirements:

Aluminum paint shall consist of aluminum powder or paste of the required fineness and composition to which shall be added the specified amount of vehicle. The paint shall be furnished for use in ready mixed, paste or powder form.

Appearance — Free from sediment and suspended matter. 2.

Flash Point — (Tag Close Up) Not less than 30°C.

3.

Elasticity — The drier when flowed on metal and baked for 2 hours at 100°C shall have an elastic film.

4.

5.

Drying — It shall mix with pure raw linseed oil in the proportion of 1 volume of drier to 19 volume of oil without curdling and the resulting mixture when flowed on glass shall dry in not more than 18 hours. Color — When mixed with pure, raw linseed oil in the proportion of 1 volume of drier to 8 volume of oil, the resulting mixture shall be darker than a solution of 6 grams of Potassium Dichromate in 13 cc of pure Sulfuric Acid (sp.gr. 1.84).

411.3 Construction Requirements 411.3.1 Proportion of Mixing

411.3.4

Containers and Markings

shall be shipped to strong substantial containers plainly All paints marked with the weight, color and volume in liters of the paint content, a true statement of the percentage composition of the pigment, the proportions of the pigment to vehicle, the name and address of the manufacturers, and the stencil of the authorized inspecting agency. Any package or container not so marked will not be accepted for use. 41 1 .3.5 Sampling and T

Method of sampling shall 1.

It is the intent of this Specification to provide a paint of proper brushing consistency, which will not run, steak or sag and which will have satisfactory drying qualities.

2.

411.3.2 Aluminum Paint, Field Coats on Structural Steel The paint shall be mixed in the proportion of 240 grams of aluminum powder or paste per liter of vehicle of long oil spar varnish. This makes a paint containing 21 percent pigment and 79 percent vehicle. The weighed amount of powder or paste shall be placed in a suitable mixing container and the measured volume of vehicle poured over it. The paste or powder shall be incorporated in the paint by vigorous stirring with a paddle. The powder or paste will readily disperse in the vehicle. Before removing any paint from the container, the paint shall be thoroughly stirred to insure a uniform mixture, and the paint shall be suitably stirred during use. The paint shall be mixed on the job and only enough for one day's use shall be mixed at one time. When two field coats of aluminum paint are specified, the first coat shall be tinted with lampblack paste or Prussian blue paste in the quantity of 240 grams/liter of paint. The exact quantity used shall be sufficient to give a contrast in color which can be readily distinguished. When three field coats of aluminum paint are specified, the second coat shall be tinted. 411.3.3 Aluminum Paint, Field Coats on Creosoted Timber The paint shall be mixed as specified for Aluminum Paint for Structural Steel except that the proportions shall be 270 grams of aluminum powder or paste to one liter of vehicle. Other paint composition may be used when and as stipulated in the Special Provisions.

esti

NDTVIN C. MATANGUIHAN Turgau of Design, Bridges

Divisios

be as follows:

shall One 20-liter can sample in original unopened container be obtained for 100 cans of the delivered material or 10% fraction thereof. One 4-liter can sample in original unopened container shall be obtained for every 100 cans or fraction thereof of the delivered material.

Methods of testing will be in accordance with the applicable AASHTO or ASTM Methods. 411.3.6

Painting

411.3.6.1 e The painting of structure shall include the proper preparation of th surface; the application, protection and drying of the paint coatings, the protection of the pedestrians, vehicular or other traffic upon or underneath the structures, the protection of all parts of the structure (both superstructure and substructure) against disfigurement by spatters, splashes and smirches of paint or of paint materials; and the supplying of all tools, tackle, scaffolding, labor, paint and materials necessary for the entire work. Paint shall not be applied during rain, storms or when the air is misty, or when, in the opinion of the Engineer, conditions are otherwise unsatisfactory for the work. Paint shall not be applied upon damp surfaces or upon metal which has absorbed heat sufficient to cause the paint to blister and produce a pervious paint film. No wide flat brush shall be used. All brushes preferably shall be either round or oval but if flat brushes are used, they shall not exceed 100 mm in width. The paint when applied shall be so manipulated as to produce a uniform even coating in close contact with the surface being painted, and shall be worked into all corners and crevices.

painted shall be cleaned and dehydrated (freed of occluded have moisture) by the passage of oxyacetylene flames which an oxygen to acetylene of at least one. The inner cones of these flames shall have a ratio length to port diameter of at least 8 and shall not be more than 4 mm center to center. The oxyacetylene flames shall be traversed over the surface of the steel in such manner and at such speed that the surface is dehydrated, and dirt, rust, loose scale, scale in the form of blisters or scabs, and similar foreign matter are freed by the rapid intense heating by the flames. The flames shall not be traversed so slowly that loose scale or other foreign matter is fused to the surface of the steel. The number, arrangement and manipulation of the flames shall be such that all parts of the surface are adequately cleaned and dehydrated. Promptly after the application of the flames, the surface of the steel shall be wire-brushed, hand scraped wherever necessary and then swept and dusted to remove all free materials and foreign particles. Compressed air shall not be used for this operation. Paint shall be applied promptly after the steel has been cleaned and while the temperature of the steel is still above that of the surrounding atmosphere, so that there will be no recondensation of moisture on the cleaned surfaces.

On surfaces inaccessible to brushes, the paint shall be applied by spray gun or with sheepskin daubers specially constructed for the purposes. Paint shall be thoroughly stirred, preferably by means of mechanical mixers, before being removed from the containers, and, to keep the pigments in suspension, shall be kept stirred while being applied. When a paint gun is used, the equipment used shall be of an approved type and shall have provision for agitation of paint in the spray container. In the case of aluminum paint, the pressure used shall be only that necessary to secure adequate atomization. If in the opinion of the Engineer unsatisfactory results are obtained from the use of a spray gun, its use shall be discontinued and the painting completed by the use of brushes. 411.3.6.2 Painting Structural Steel Surfaces of metals to be painted shall be thoroughly cleaned of rust, loose mill, scale, dirt, oil or grease, and other foreign substances. Unless cleaning is to be done by sandblasting, all weld areas, before cleaning is begun, shall be neutralized with a proper chemical, after which they shall be thoroughly rinsed with water. Cleaning may be by any of the following three methods: 1.

Hand Cleaning The removal of rust, scale and dirt shall be done by the use of metal brushes, scrapers, chisels, hammers or other effective means. Oil and grease shall be removed by the use of gasoline or benzene. Bristle or wood fiber brushes shall be used for removing loose dust.

2.

Shop Painting of Structural Steel When all fabrication work is completed and has been tentatively accepted, all surfaces not painted before assembling shall be given two coats of Red Lead Shop Paint conforming to the requirements of this Specification. (The inside of top chords for trusses and laced members or inaccessible parts, except contact surfaces, may be painted before assembling). Shipping pieces shall not be located for shipment until thoroughly dry. No painting shall be done after loading the materials on transport vehicles.

Sandblasting Sandblasting shall remove all scale and other substances down to the base metal. Special attention shall be given to the cleaning of corners and reentrant angles. Before painting, sand adhering to the steel in corners and elsewhere shall be removed. The cleaning shall be approved by the Engineer prior to any painting. The material shall be painted before the rust forms and not later than 2 hours after cleaning.

3.

4.

Erection marks for field identifications of members shall be painted upon previously painted surfaces. With the exception of abutting joints and base plates, machine-finished surface shall be coated, as soon as practicable after acceptance with a hot mixture of white lead and tallow before removal from the shop. The composition used for coating machine-finished surface shall be mixed in the following proportions:

Flame Cleaning Oil and grease shall be removed by washing with suitable solvent. Excess solvent shall be wiped from the work before proceeding with subsequent operation. The surface to be 322

Pure Tallow Pure White Lead Pure Linseed Oil

323

1,915 grams 958 grams 1.0 liter

5.

Field Painting of Structural Steel When the erection work is complete including riveting and straightening of bent metal; all adhering rust, scale, dirt, grease or other foreign material shall be removed as specified under cleaning of surfaces. As soon as the Engineer has examined and approved all field rivets, the heads of such rivets and field bolts, all welds and any surfaces from which the shop coat of paint has become worn off or has otherwise become defective, shall be cleaned and thoroughly covered with one coat of shop coat paint. When the paint applied for "touching up" rivet heads and abraded surfaces has become thoroughly dry, such field coats as called for shall be applied. In no case shall a succeeding coat be applied until the previous coat has dried throughout the full thickness of the film. All small cracks and cavities which were not sealed in water-tight manner by the first field coat shall be filled with a pasty mixture of red lead and linseed oil before the second field coat is applied. The following provisions shall apply to the application of all field coats. To secure a maximum coating on edges of plates or shapes, rivet heads and other parts subjected to special wear and attack, these parts shall first be stripped, followed immediately by the general painting of the whole surface, including the edges and rivet heads. The application of the final coats shall be deferred until adjoining concrete work has been placed and finished. If concreting operations have damaged that paint, the surface shall be recleaned and repainted.

411.3.6.3 Painting and Timber Structures Timber structures shown on the Plans to be painted, shall be given two coats of the specified materials, which shall be thoroughly brushed in. Additional coats shall be required when so specified on the Plans. All surfaces shall be thoroughly dry before painting, and each coat shall be allowed to stand for three or four days, or until thoroughly dry before applying the succeeding coat. Timber which required painting must be seasoned timber surfaced on four (4) sides. It shall be either untreated or salt-treated timber as specified on the Plans.

re surface of all untreated timber that is to be painted, shall be The enti given a priming coat immediately after the material is delivered to the project. All contact surfaces shall receive the second coat paint. Special care shall be taken during construction and handling so that the pieces to be painted do not come in contact, except when required, with the creosoted materials and that no oil is brushed on the same during construction operations. The Contractor shall be required to pile such pieces separately from the creosoted materials and keep them from contact with same until ready for erection. Creosoted materials such as guardrails and guide posts which are to be painted, shall be painted with aluminum paint as specified above. 411.3.6.4 Painting

Galvanized Surface

f galvanized surfaces For the purpose of conditioning the surface o to be painted, the painting shall be deferred as long as possible in order that the surface may weather. Before follows: 1.

2. 411.3.6.5

painting

galvanized surfaces they shall be treated as

In 4 liters of soft water, dissolve 60 ml of copper chloride, copper nitrate, and sal ammonia, then add 60 m l of commercial muriatic acid. This should be done in earthenware or glass vessel, never in tin or other metal receptacle Apply the solution with a wide flat brush to the galvanized surface, when it will assume a dark almost black color which on drying becomes a grayish film. The surfaces, when dry, may then be painted as described. Repainting Existing Structures

visions, existing When called for on the Plans or in the Special Pro structures shall be given the number and kind of coats of field paint as stipulated. The surface to be repainted shall be cleaned as specified under Subsection 411.3.6.2, Painting Structural Steel, with the added provisions that all dead or loose paint shall be removed by scraping, chipping, or brushing as may be necessary. Timber railings , name plates, planking and other interfering parts shall be removed before cleaning is begun and shall be replaced after the painting has been completed and the last coat has thoroughly dried. The applicat ion of the coat shall be as specified under Subsection 411.3.6.2, (5), Field Painting of Structural Steel.

411.4 Measurement and Payment Painting shall not be measured and paid for separately, but the cost thereof shall be considered as included in the contract unit price of the Items where called for. ITEM 412 — ELASTOMERIC BEARING PADS 412.1

Description

mer compound used in the construction of a bearing The elasto shall contain only either natural rubber or a chloroprene rubber as the raw po lymer. No reclaimed rubber shall be used. Steel laminates used for reinforcement shall be made from rolled 36, A 570 or equivalent, unless mild steel conforming to ASTM A otherwise pecified by the Engineer. he laminates shall have a s T minimum nominal thickness of 20 gage. 412.2.1 P

412.1.1 Scope This Item shall consist of the requirement for elastomeric bearing pads whose main function is to transfer loads or accommodate relative movement between a bridge superstructure and its supporting structure, or both while avoiding damaging strain and additional tension. Elastomeric bearings shall include unreinforced pads (consisting of elastomer only) and reinforced bearings with steel laminates. 412.1.2 General Requirements All bearings shall be designed in accordance with specifications contained in the latest edition of the AASHTO Standard Specification for Highway Bridges, 15th Edition, 1992. 412.1.3 Classification and Use

hysical Requirements

A. The elastomer compound shall meet th of Table 1. B. Dimensions and Permissible Variations

e minimum requirement

All elastomeric layers, for example, plain bearing pads, laminates, and covers, shall be of uniform thickness unless otherwise specified in the contract or purchase order. All internal steel laminates shall be of un iform thickness. When specified in the contract or purchase order , the thickness of the outer steel laminates may differ if not adjacent to an external load plate. The minimum thickness of internal steel lam inates shall be 1.5 mm or (16 gage) when the greater of the length or width of a rectangular bearing or diameter of a circular bearing is less than 450 mm. In all other cases, the minimum thickness shall be 2 mm (14 gage).

The following are the types of elastomeric bearings: a. Plain Elastomeric Bearing Pad b. Plain Elastomeric Sandwich Bearing c. Steel-Laminated Elastomeric Bearing without External Load Plates d. Steel-Laminated Elastomeric Bearing with Plate(s)

External

Load

Bearing dimensions and elastomer layer thicknesses shall satisfy the tolerances in Table 2, in which D is the length, width or diameter as appropriate, and T is the total elastomer thickness. Variation from a plane parallel to a design surface shall not exceed an average slope of 0.005 for the upper surface and 0.006 for a side surface.

A laminated bearing pad is required when the thickness of the plain pad is more than 31.75 mm and the compressive strain is more than 15%. 412.2 Material Requirements The elastomer for the manufacture of the bearing is furnished in two types as follows: 1. 2.

Type CR-Chloroprene Rubber Type NR-Natural Rubber

326

327

Table 2 — Tolerances

Table 1 - Quality Control Properties of Elastomer

Tolerance (Mm)

ASTM Requirements

Properties

Grade (Durometer) Physical Properties: A. Before Aging Tensile Strength, MPa (D 412) Elongation, % (D 412) Durometer Hardness, Shore Pts. (D 2240) Tear Resistance, N/mm (D 624) Compression Set , % (D 395) Method B, Temperature, °C B. After Aging Temperature of the Test, °C Aging Time, Hours Tensile Strength, % (D 573) Elongation, % Durometer Hardness, Shore Pts. Other Properties: Ozone Resistance (D 1149) Partial Pressure, MPa Duration, Hours Tested at 20% strain 37.7°C ±1 °C Mounting procedure D 518 Procedure A Brittleness D 2137, low temp. Brittleness at -40 °C Shear Modulus Nominal Hardness Shear Modulus at 23 °C, MPa

Design Dimensions/Parts

Natural Rubber (NR)

60

70

Chloroprene Rubber (CR)

60

15.5 (min.) 15.5 (min.) 15.5 (min.) 400 (min.) 300 (min.) 350 (min.) 60±5 70±5 60±5 31.5 (min.) 25 (max.) 70

31.5 (min.) 31.5 (min.) 25 (max.) 35 (max.) 70 100

70 168 -25 (max.) -25 (max.)

70 100 168 70 -25 (max.) -15 (max.) -25 (max.) -40 (max.) +10 (max.) +10 (max.) +15 (max.)

70

15.5 (min.) 300 (min.) 70±5 31.5 (min.) 35 (max.) 100 100 70 -15 (max.) -40 (max.) +15 (max.)

25

25

100

100

48

48

100

100

-

-

No cracks

No cracks

Pass

Pass

Pass

Pass

0.85-1.1

1.13-1.84

0.85-1.1

1.13-1.84

Plain pads and laminated bearings shall be manufactured to the design dimensions and these specifications with the tolerances listed in Table 2, unless other tolerances are shown on the design drawings.

rtical dimensions - Overall ve Design thickness 32 mm or less Design thickness over 32 mm Overall horizontal dimensions 914 mm and less Over 914 mm Thickness of individual layers of elastomer (lam inated bearing only) at any point within the bearing Variation from a plane parallel to the theoretical surface: (as determined by measurements at the edge of the bearings) Top Sides Position of exposed connection members Edge cover of embedded laminated connection members Size of holes, slots or inserts Position of holes, slots, or inserts

412.3

-0, +3 -0, +6 -0, +6 -0, +12 ±20 percent of design value but no more than ±3 mm

Slope relative to the bottom of no more than 0.005 radian 6 3 -0, +3 ±3 ±3

Construction Requirements

412.3.1 Handling, Transport, Storage and

Installation

e, and installation, bearings shall During handling, transport, storag be kept clean and protected from mechanical amage, eat, d h contaminants and other deleterious effects. 1.6 Bearings shall be placed on surfaces that are plane to within mm and unless the bearings are placed in opposing pairs, horizontal to within 0.01 radians. Any lack of parallelism between the top of bearing and the underside of the girder that exceeds 0.01 radians shall be corrected by either grinding of the surface, grout pack bearing seats or modification of the bearing such that the intended bearing placement is as originally designed with the least amount of bearing modification, or as otherwise directed by the Engineer. Exterior plates of the bearing shall not be welded unless at least 38.1 mm of steel exists between the weld and the e lastomer.

Each completed bearing shall have its components clearly identified, be securely bolted, strapped or otherwise fastened to prevent any relative movement and marked on its top as to location and orientation in each structure in the projects in conformity with the Plans. Dismantling at the site shall not be done unless absolutely necessary for inspecting or installation. 412.3.2

Sampling

sions of elastomeric bearing pads will be the quantity placed in dimen accordance with the Plans or as otherwise directed by the Engineer. 412.5

412.4, ntity, measured as prescribed in Section The accepted qua shall be paid for at the contract unit price for Elastomeric Bearing Pads which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.

Sampling, testing and acceptance consideration will be made on a lot basis. A lot shall be further defined as the smallest number of bearings as determined by the following criteria: a. A lot shall not exceed a single contract or project quantity. b. A lot shall not exceed 50 bearings. c. A lot shall consist of those bearings of the same type regardless of load capacity. For acceptance purposes, bearing from within the lot shall be selected at random as samples for inspection and testing. A minimum of three bearings shall be taken from the lot for testing. If the number of bearings in the lot exceeds 50 then for each additional 50 or part thereof, one additional bearing shall be taken for testing.

Basis of Payment

Payment will be made under:

Pay Item Number

412

Description

Elastomeric Bearing Pads

Unit of Measurement Each

ORK JOINT EXPANSION ITEM 413 - PREFORMED SPONGE RUBBER AND C FILLERS FOR CONCRETE PAVING AND STRUCTURAL CONSTRUCTION oint fillers for Preformed sponge rubber and cork expansion j concrete paving and structural construction shall conform to the applicable requirements of AASHTO M 153.

412.3.3 Acceptance Requirements Item 414 - Forms and Falseworks 1. If lack of elastomer to steel bond is indicated, the bearing shall be rejected. 2. If laminate placement faults are observed which results in elastomer layer thickness that exceed the tolerances in Table 2, the bearing shall be rejected. 3. If there are at least three separate surface cracks which are at least 2 mm wide and 2 mm deep the bearing shall be rejected. 4. Record the median compressive stiffness (K) of the bearing of median stiffness.The compressive stiffness of each bearing tested shall not differ from (K) by more than 10%. 5. For each bearing that fails to meet the requirements in (1), two additional bearings maybe sampled and shall meet the requirements in (1) or the lot shall be rejected. 6. If the lot is not rejected, the bearing of median stiffness (K) shall be subjected to the elastomeric material tests in (2). 412.4

Method of Measurement

The quantity of elastomeric bearing pad to be paid for will be the final quantity placed and accepted in the completed structure. The

414.1 Description g and removing This Item shall consist of designing, constructin forms and falsework to temporarily support concrete, girders and other structural elements until the structure is completed to the point it can support itself. 414.2.

Material Requirements

414.2.1 Formwork ood, The materials used for smooth form finish shall be plyw tempered concrete-form-grade hardboard, metal, plastic, paper or other acceptable materials capable of producing the desired finish for formfacing materials. Form-facing materials shall produce a smooth, uniform texture on the concrete. Form-facing materials with raised grain, torn surfaces, worn edges, patches, dents, or other defects that will impair the texture of concrete surfaces shall not be permitted. No form-facing material shall be specified for rough form finish.

414.2.1.1 Formwork Accessories

3.

Formwork accessories that are partially or wholly embedded in concrete, including ties and hangers shall be commercially manufactured. The use of non fabricated wire form ties shall not be permitted. Where indicated in the Contract, use form ties with integral water barrier plates in walls. 4. 414.2.1.2 Formwork Release Agents Commercially manufactured formwork release agents shall be used to prevent formwork absorption of moisture, prevent bond with concrete, and not stain the concrete surfaces.

ial. Describe the material The description of all proposed mater that is not describable by standard nomenclature (such as AASHTO or ASTM specified) based on manufacturer's test and recommended working loads. Provide evaluation data for falsework material showing that the physical properties and conditions of the material can support the loads assumed in the design. The design calculations and material specifications showing that the proposed system will support the imposed concrete pressures and other loads. Provide an outline of the proposed concrete placement operation listing the equipment, labor, and procedures to be used for the duration of each operation. A superstructure placing diagram showing the concrete placing sequence and construction joint locations is included.

414.2.2 Falsework The materials to be used in the falsework construction shall be of the quantity and quality necessary to withstand the stresses imposed; it may be timber or steel or a combination of both. The workmanship shall be of such quality that the falsework will support the loads imposed on it without excessive settlement or take-up beyond as shown on the falsework drawings.

5.

alsework. A tructural design registered professional engineer proficient in s shall design, sign, and seal the drawings. The fa lsework design calculations shall show the stresses and deflections in load supporting members.

6.

Anticipated total settlements of falsework and forms shall be shown. Include falsework footing settlement and joint take-up. Design for anticipated settlements not to exceed 20 millimeters. Design and detail on falsework supporting deck slabs and overhangs on girder bridges so that there will be no differential settlement between the girders and the deck forms during placement of deck concrete. Design and construct the falsework to elevations that include anticipated settlement during concrete placement and required camber to compensate for member deflections during construction.

7.

Support system for form panels supporting concrete deck slabs and overhangs on girder bridges.

8.

Details for strengthening and protecting falsework over or adjacent to roadways and railroads during each phase of erection and removal. See Subbsection 414.3.3.2.

9.

Intended steel erection procedures with calcu lations in sufficient detail to substantiate that the girder geometry will be correct. See Subsection 414.3.3.3.

414.3. Construction Requirements 414.3.1 Design Falsework and Formworks design and drawings shall be in accordance, with Item 407, Concrete Structures, Subsection 407.3.9 and 407.3.12, respectively. 414.3.1.1 Formwork and Falsework Drawings When complete details for forms and falseworks are not shown, prepare and submit drawings to the Engineer showing the following: 1.

Details for constructing safe and adequate forms and falsework that provide the necessary rigidity, support the loads imposed, and produce in the finished structure the required lines and grades. See subsection 414.3.1.2 for design loads. See Subsection 414.3.1.3 for design stresses, loadings and deflections. See Subsection 414.3.2 for manufactured assemblies.

2.

The maximum applied structural load on the foundation material. Include a drainage plan or description of how foundations will be protected from saturation, erosion, and/or scour see Subsection 414.3.3.1.

Design calculations for proposed

bridge

f

Details of proposed anchorage and ties for void forms shall be submitted. See Subsection 414.3.4 for void form requirements. Separate Falsework drawings for each structure shall be submitted to the Engineer for approval, except for identical structures w ith identical falsework design and details.

414.3.1.2 Design Loads for Forms and Falsework

Design Wind Pre

414.3.1.2.1 Vertical Design Loads Dead loads include the mass of concrete, reinforcing steel, forms and falsework. Consider the entire superstructure, or any concrete mass being supported by falsework to be a fluid dead load with no ability to support itself. If the concrete is to be prestressed, design the falsework to support any increase or readjusted loads caused by the prestressing forces. The assumed density of concrete, reinforcing steel, and forms shall be not less than 2600 kilograms per cubic meter for normal concrete and not less than 2100 kilograms per cubic meter for lightweight concrete. Consider live loads to be actual mass of equipment to be supported by falsework applied as concentrated loads at the point of contact plus a uniform load of not less than 1000 Pascals applied over the area supported, plus 1100 Newtons per meter applied at the outside edge of the deck falsework overhangs. The total vertical design load for falsework shall be the sum of vertical dead and live loads. The total vertical design load used shall be not less than 4800 Pascals.

Table 1 ssure-Heavy Duty Steel Shoring Wind Pressure Value-Pa

Height Zone Above Ground Meter

Adjacent to Traffic

At Other Locations

0 9-15 15-30 Over 30

960 1200 1450 1675

720 960 1200 1450

n all other types of falsework, The minimum wind allowance o including falsework supported on heavy-duty shoring, is the sum of the ind impact area and the applicable wind pressure products of the w value for each height zone. The wind impact area is the gross projected area of the falsework and unrestrained portion of the permanent structure, excluding the areas between falsework posts or towers where diagonal bracing is not used. Used design wind pressures from Table 2. Table 2 s of Falsework Design Wind Pressure-Other Type

Wind Pressure Value-Pa 414.3.1.2.2 Horizontal Design Loads

Use an assumed horizontal design load on falsework towers, bents frames and other falsework structures to verify lateral stability. The assumed horizontal load is the sum of the actual horizontal loads due to equipment construction sequence, or other causes and an allowance for wind. However, in no case is the assumed horizontal load shall be less than 2 percent of the total supported dead load at the location under consideration. The minimum wind allowance for each heavy-duty steel shoring having a vertical load carrying capacity exceeding 130 kilonewtons per leg is the sum of the products of the wind impact area, shape factor and the applicable wind pressure value for each height zone. The wind impact area is the total projected area of all elements in the tower face normal to the applied wind. Assume the shape factor for heavy duty shoring to be 2.2. Determine wind pressure value from Table 1.

Height Zone Above Ground Meter

For Members Over and Bents Adjacent to

At Other Locations

Traffic Openings 0 9-15 15-30 Over 30

320 Q 400 Q 480 Q 560 Q

240 Q 320 Q 400 Q 480 Q

han 3. W is the width of the Note: Q=0.3+0.2W, but not more t falsework system in meters measured in the direction of the wind force being considered 414.3.1.2.3 Lateral Fluid Pressure h or other pozzolan For concrete with retarding admixture, fly as replacement for cement, design form, form ties and bracing for a lateral f l uid pressure based on concrete with a density of 2400 kilograms per cubic meter. For concrete containing no pozzolans or admixtures, which affect the time to initial set, the lateral fluid pressure shall be determined

based on concrete temperature and rate of placement according to ACI Standard 347R, Guide for Formwork for Concrete. 414.3.1.3 Design Stresses, Loads and Deflections for Forms and Falsework The allowable maximum design stresses and loads listed in this section are based on the use of undamaged high-quality material. If lesser quality material is used, reduce the allowable stresses and loads. The following maximum stresses, loads and deflections in the falsework design shall not be exceeded.

414.3 .1.3.2

For Steel

(other than ied grades of steel the design stresses For due identif stresses to flexural compression) specified in the Manual of Steel Construction as published by the AISC shall not be exceeded. When the grade of steel cannot be positively identified, the design stresses other than stresses due to flexural compression shall not be 36M exceeded, either specified in the AISC Manual or ASTM A structura l steel or the following: Tension, axial and flexural = 150 megapascals

414.3.1.3.1 For Timber Compression, axial = 110 000 — 2.6(L/r)2kilopascals Compression perpendicular to the grain = 3100 kilopascals Note: Compression parallel to the grain (1)

= 3309 (Ud)2

megapascals

Ur shall not exceed 120

Shear on the web gross section of rolled megapascals

shapes = 100

Note: (1) Not to exceed 11 megapascals Web crippling for rolled shapes = 185 megapascals Where: L = Unsupported length d = Least dimension of a square or rectangular column or the width of a square of equivalent cross-sectional area for round columns Flexural stress = 12.4 megapascals Note: Reduced to 10 megapascals for members with a nominal depth of 200 millimeters or less Horizontal shear = 1300 kilopascals Axial tension = 8.3 megapascals Deflection due to the mass of concrete may not exceed 1/500 of the span even if the deflection is compensated for by camber strips Modulus of elasticity (E) for timber = 11.7 gigapascals Maximum axial loading on timber piles = 400 kilonewtons

For all grades of steel, do not exceed the following design stresses and deflection: Compression flexural(1) =

82 750 (Ld/bt)

megapasc

als

el Note: (1) Not to exceed 150 megapascals for unidentified steel or ste conforming to ASTM A 36. Not to exceed 0.6 Fy for other identified steel. Where: L = Unsupported length ular column or the d = Least dimension of a square or rectang width of square of equivalent cross-sectional area for round columns or the depth of beams b = Width of the compression flange t = Thickness of the compression flange r = Raduis of gyration of the member Fy = Specified minimum yield stress for

the grade of steel used

Deflection due to the mass of concrete may not exceed 1/500 of the span even if the deflection is compensated for by camber strips.

k is supported by footings placed on paved, wellWhen falsewor compacted slopes of berm fills, do not strut the falsework to columns unless the column is founded on rock or supported by piling.

Modulus of elasticity (E) for steel = 210 gigapascals 414.3.1.3.3 Other Requirements Limit falsework spans supporting T-beam girder bridges to meters plus 8.5 times the overall depth of T-beam girder.

4.3

414.3.2 Manufactured Assemblies For jacks, brackets, columns, joist and other manufactured devices, the ultimate load carrying capacity of the assembly shall not exceed the manufacturer's recommendations or 40 percent based on the manufacturer's tests or additional tests ordered. The maximum allowable dead load deflection of joists shall be 1/500 of their spans. Catalog or equivalent data shall be submitted to the Engineer showing the manufacturer's recommendations or perform tests, as necessary to demonstrate the adequacy of any manufactured device proposed for use. No substitution is allowed on manufacturer's components unless the manufacturer's data encompasses such substitutions or field tests reaffirm the integrity of the system. If a component of the falsework system consists of a steel frame tower exceeding 2 or more levels high, the differential leg loading within the steel tower unit shall not exceed 4 to 1. An exception may be approved if the manufacturer of the steel frame certifies, based on manufacturer's tests, that the proposed differential loadings are not detrimental to the safe load carrying capacity of the steel frame. 414.3.3 Falsework Construction

The spread footings to support the footing design load at the assumed bearing capacity of the soil shall be designed without exceeding nticipated ettlements. teel reinforcement shall be a s S provided in concrete footings. When individual steel towers have a maximum leg loads exceeding 130 kilonewtons, uniform settlement under all legs or each tower under all loading cond itions shall be provided. Protect the foundation from adverse effects for the duration of its use. 414.3.3.2 Falsework Over or Adjacent to

Roadways and Railroads

with protection from Falsework shall be designed and constructed vehicle impact. This includes falsework posts that support members crossing over a roadway or railroad and other falsework posts if they are located in the row of falsework posts nearest to the roadway or railroad and if the horizontal distance from the traffic s ide of the falsework to the edge of pavement or to a point 3 meters from the centerline of track is less than the total height of the falsework. Additional features shall be provided to ensure that this falsework will remain stable if subjected to impact by veh icles. Use vertical design loads for these falsework posts, columns, and towers (but not footings) that are greater than or equal to either of the follow ing:

The falsework construction shall be in accordance whenever applicable, with Item 407 Concrete Structures Subsection 407.3.10 Falsework Construction.

1.

150 percent of the design load calculated ccording to a Subsection 414.3.1.2 but not including any increased or readjusted loads caused by prestressing forces.

414.3.3.1 Falsework Foundations

2.

The increased or readjusted loads caused by prestressing forces.

All ground elevations at proposed foundation location shall be verified before design. Where spread footing type foundation are used, determine the bearing capacity of the soil. The maximum allowable bearing capacity for foundation material, other than rock, is 190 kilo Pascals. The edge of footing shall not be located closer than 300 millimeters from the intersection of the bench and the top of the slope. Unless the excavation for footings is adequately supported by shoring, the edge of the footings shall not be closer than 1.2 meters of the depth of excavation, whichever is greater, from the edge of the excavation.

Temporary traffic barriers shall be insta lled before erecting falsework towers or columns adjacent to an open public roadway. Barriers shall be located so that falsework footings or pile caps are at least 75 millimeters clear of concrete traffic barriers and all other falsework members are at least 300 mm clear. Do not remove barriers until approved. Use falsework columns that are steel with a minimum section modulus about each axis of 156,000 cubic millimeters or sound timbers with a minimum section modulus about each axis of 4,100,000 cubic millimeters.

Mechanically connect the base of each column or tower frame supporting falsework over or immediately adjacent to an open public road to its supporting footing or provide other lateral restraint to withstand a force of not less than 9 kiloNewtons applied to the base of the column in any direction. Mechanically connect such columns or frames to the falsework cap or stringer to resist a horizontal force of not less than 4.5 kiloNewtons in any direction. Neglect the effects of frictional resistance.

k falsework Strut and tie exterior girders supporting overhanging dec brackets o djacent interior girders to prevent distortion and t a overstressing of the exterior girder web.

Brace or tie exterior girders, upon which overhanging bridge deck falsework brackets are hung, to the adjacent interior girders as necessary to prevent rotation of exterior girders or overstressing the exterior girder web.

ework that will accommodate the proposed Build supporting fals method of erection without overstressing the structural steel, as required and will produce the required final structural geometry, intended continuity and structural action.

Mechanically connect all exterior falsework stringers and stringers adjacent to the end of discontinuous caps, the stringer or stringers over points of minimum vertical clearance and every fifth remaining stringer, to the falsework cap or framing. Provide mechanical connections capable of resisting load in any direction, including uplift on the stringer, if not less than 2.2 kiloNewtons. Connections shall be installed before traffic is allowed to pass beneath the span.

414.3.4 Forms

16 millimeters diameter or larger bolts to connect timber members shall be used to brace falsework bents located adjacent to roadways or railroads. Sheath falsework bents within 6 meters of the centerline of a railroad track solid in the area between 1 and 5 meters above the track on the side facing the track. Construct sheathing of plywood not less than 16 millimeters thick or lumber not less than 25 millimeters nominal thickness. Adequate bracing shall be provided on such bents so that the bent resists the required assumed horizontal load or 22 kiloNewtons, whichever is greater, without the aid of sheathing. Provide at least the minimum required vertical and horizontal clearances through falsework for roadways, railroads, pedestrians, and boats.

Do not apply loads to existing, new or partially completed structures that exceed the load carrying capacity of any part of the structure according to the load factor design methods of the AASHTO Bridge Design Specifications using load group IB.

nce henever The forms construction shall be in accorda w 407, Concrete Structures Subsection 407.3.13, applicable, with Item Formwork Construction. Form panels to be used shall be in good condition free of defects on exposed surfaces. If form panel material other than plywood is used, it shall have flexural strength, modulus of elasticity and other physical properties equal to or greater than the physical properties for the type of plywood specified. Furnish and place form panels for exposed surfaces in uniform widths of not less than 1 meter and in uniform lengths of not less than 2 meters except where the width of the member formed is less than 1 meter. Arrange panels in symmetrical patterns conforming to the general lines of the structure. Place panels for vertical surfaces with the long dimension horizontal and with horizontal joints level and continuous. For walls with sloping footings which do not abut other walls, panels may be placed with the long dimension parallel to the footing.

414.3.3.3 Falsework for Steel Structures

Form panels shall be precisely aligned on each side of the panel joint by means of supports or fasteners common to both panels.

Falsework design loads shall consist of the mass of structural steel, the load of supported erection equipment, and all other supported by the falsework,

Use form ties and anchors that can be removed without damaging the concrete surface. Construct metal ties or anchorages within the forms to permit their removal to a depth of at least 25 millimeters from the face without damage to the concrete. Fill cavities with cement mortar and finish to a sound, smooth, uniform colored surface.

Falsework and forms for concrete supported on steel structures shall be designed so that loads are applied to girder webs within 150 millimeters of flange or stiffener. Distribute the loads in a manner that does not produce local distortion of the web. Do not use deck overhang forms that require holes to be drilled into the girder webs.

Support roadway slab forms of box girder type structures on wales or similar supports fastened, as nearly as possible, to the top of the web walls.

Form exposed curved surfaces to follow the shape of the curve, except on retaining walls that follow a horizontal curve. The wall stems may be a series of short chords if all of the following apply:

e outside surface of the forms waterproof. Cover the ends Make th 6 millimeters thick with waterproof mortar tight caps. Use premolded rubber joint filler around the perimeter of the caps to permit expansion.

1.

Chords within the panel are the same length.

2.

Chords do not vary from a true curve by more than 15 millimeters at any point.

Provide a PVC vent near each void form. Construct vents so the 13 millimeters below the bottom vent tube shall not extend more than surface of the finished concrete after form removal. Protect void from the weather until concrete is placed.

3.

All panel points are on the true curve.

414.3.4.3 Metal F

When architectural treatment is required, make the angle points for chords in wall stems fall at vertical rustication joints. Earth cuts as forms for vertical or sloping surfaces shall not be used unless otherwise required or permitted by the Contract. 414.3.4.1 Stay in Place Deck Forms Use permanent or stay inplace forms only when permitted by the contract. Fabricate permanent steel bridge deck forms and supports from steel conforming to ASTM A 653M coating designation 2600, any grade except grade 340 class 3. Install forms according to accepted fabrication and erection drawings. Do not rest form sheets directly on the top of stringer or floor beam flanges. Securely fasten sheets to form supports. Place form supports in direct contact with the stringer flange or floor beam. Make all attachments with permissible welds, bolts or clips. Do not weld form supports to flanges of steels not considered weldable or to portions of flanges subject to tensile stresses. Clean with wire brush and paint 2 coats of zinc dust zinc-oxide primer (FSS TT-P-641 type II no color added) any permanently exposed form metal where the galvanized coating has been damaged. Minor heat discoloration in areas of welds need not be touched up. Locate transverse construction joints in slabs at the bottom of a flute. Field drill 6 millimeter diameter weep holes at not less than 300 millimeters on center along the line of the joint. 414.3.4.2 Void Forms Store void forms in a dry location to prevent distortion. Secure the forms using anchors and ties which leave a minimum of metal or other supporting material exposed at the bottom of finished slab.

orms

s relative to design, mortar tightness, The specification for form filleted corners, beveled projection, bracing, alignment, removal, reuse and oiling also apply to metal forms. 414.3.5 Removal of Forms and F The whenever 407.3.11 Forms and

alsework

ance removal of forms and falsework shall be in accord applicable, with Item 407 Concrete Structures, Subsection Removing Falsework and Subsection 407.3.14 Removal of Falsework.

Where necessary remove all forms except the following: 1.

Interior soffit forms for roadway deck slabs of cast-in-place box girders.

2.

Forms for the interior voids of precast members

3.

Forms for abutments or piers when no permanent access is available into the cells or voids

Install a reshoring system if falsework supporting the sides of girders stems with slopes steeper than 1:1 are removed before placing deck slab concrete. Design the reshoring system with lateral supports which resist all rotational forces acting on the stem, including those caused by the placement of deck slab concrete. Install the lateral supports immediately after each form panel is removed and before release of supports for the adjacent form panel. 414.3.6 Acceptance Forms and falsework (including design, construction, and removal) shall be evaluated and approved by the Engineer. When the falsework installation is complete and before concrete placement or removal begins, the falsework shall be inspected by the Engineer. The Engineer shall certify in writing that the installation conforms to the contract, the approved falsework drawings (including approved changes) and acceptable engineering practices.

415.2 M

414.4 Method of Measurement

aterial Requirements

415.2.1 B ituminous Materials When the Contract stipulates that payment will be made for forms and falsework on lump-sum basis, the Pay Item will include all materials and accessories needed in the work.

The binder is an elastomer-modified bitumen, formulated to od fluidity for the installation process and flexibility with the combine go following prope rties:

Whenever the Bill of Quantities does not contain an item for form and the work will notcontractor be paid directly but will be considered as a falsework, subsidiary obligation of the under other Contract Items. Properties

Requirement

Test Method

414.5 Basis of Payment The accepted quantities measured as prescribe in Subsection 414.4, shall be paid for at the Contract lump-sum price for Forms and Falsework which price and payment shall be full compensation for designing, constructing and removing forms and falsework, all materials and accessories needed and for furnishing all labor equipment tools and incidentals necessary to complete the item. Payment will be made under:

Pay Item Number

Description

Unit of Measurement

414

Forms and Falsework

Lump Sum

ITEM 415 — ELASTOMERIC, HOT-APPLIED JOINT SEALANT WITH SINGLE-SIZED AGGREGATES FOR BRIDGE EXPANSION JOINTS

Softening point, °C (Ring & ball method)

95 to 115

Flow resistance @ 60°C, mm Cone penetration @ 25°C, 150g, 5 sec.; dmm

5 max.

Safe heating temp. °C

220

Pouring temp. °C

190 to 210

Safe heating time, hr.

7 max.

ASTM D 1191 or AASHTO T 187

10-30 max.

415.2.2 Aggregates Aggregates are single-sized stones normally chosen from the Basalt, grit stone, gabbros or granite group. The use of a single aggregate enables a higher binder content to be reached. It will also ensure a constant ratio of stone to binder. This is important to give the joint its optimum combination of flexibility and load bearing capacity.

Joint Depth 415.1

ASTM D 36 or AASHTO T 53

Stone size

Description

This Item shall consist of furnishing and placing elastomeric, hotpoured joint filler with single-sized aggregates in bridge expansion joints in accordance with this Specification and as shown on the Plans, or as directed by the Engineer. The joint filler combines an elastomer modified bitumen binder and selected single-sized aggregates for the strength and flexibility of the joint. It accommodates up to ±25 mm movement in horizontal direction but it can move in all directions. The joint is constructed in-situ and is a hot process.

50 mm to 75 mm 76 mm to 100 mm

14 mm or 20 mm 20 mm

415.2.3 Caulking — Premolded expansion joint filler (sponge rubber type) conforming to AASHTO M 153. 415.2.4 Steel Plate - Use appropriate size of plate based on plate selection table. Material shall be A 36 conforming to AASHTO M 270. 415.3

Construction Requirements

The binder fills the gap and the voids between the single sized aggregates. Its purpose is to impart flexibility to expansion joint so that it accommodate the various movements of bridge.

415.4 Installation Procedure 1.

2.

3.

Layout - In case the trenches are not preformed, joints are laid out on the site by locating the exact gap opening and measuring 250 mm on both sides from the center of the gap. The center of the layout shall be the center of the gap. Chalk-mark both sides of the joint width. Cut the full depth using a concrete cutter. A strict minimum of 50 mm depth is observed, in cases where there is wearing course and the thickness is less than 50 mm, the deck shall be chipped upon the approval of the bridge engineer to attain the required minimum depth. After cutting the full depth of the joint, break the joint location by using a jackhammer. Remove all broken slabs to open a trench. The side wall shall also be free from loose debris and shall at least be at right angle with the exposed deck. Cleaning Clean the trench thoroughly by using compressed air to remove all visible dusts. It is best to wire-brush the sides of the trench as well as the deck to remove all loose particles. Installation of Premolded Joint filler - Install a compressible premolded rubber type joint filler on the trench gap. Make sure that the premolded expansion joint filler was installed approximately 25 mm below the deck level at 25% minimum compression to allow the binder to fill the top portion and prevent from falling.

4.

Hot Air/Flame Cleaning/Pre-heating - The trench is then cleaned and pre-heated by using hot compressed air. This shall remove all remaining debris and will completely clean and heat the trench to prepare it for priming.

5.

Priming - Heat the binder to its working temperature of 190°C to 210°C. When the binder is ready for use, prime the trench with the binder. Ensure that all surfaces are evenly covered with binder. Ensure that the top of the premolded expansion joint filler is also filled with binder up to the deck level.

6.

Plating - Cover the top of the gap. Position the plate cover on the center of the gap and fix it with locating pin. In small joint gaps, the primary purpose of the plate is to prevent the binder from continuously flowing to the gap during priming. However, in case where the joint gap exceeds 30 mm in width, the plate shall be of importance to distribute vehicular loading.

7.

Plate Priming - Pour binder on top of the plate and ensure that all the surface of the steel plate, including its sides are covered with binder.

8.

Stone Laying Prepare the pre-washed aggregates (normally gabbros or granite family), by putting it inside a mixing tub. Heat the aggregates while the tub is rotating until it reaches the working temperature of 150°C to 180°C. A premix of one layer of aggregates can be put in the trench. Rake the aggregates to spread it evenly on the trench. Make sure not to lay the stone more than 25 mm thick per layer. Aggregates size are normally 14 mm or 20 mm in diameter, depending on the size of the joint, pre-washed, clean and packed in 20 kg to 23 kg.

9.

Binder Pouring - Pour the binder on top of the stone layer. Rake the stones to spread it evenly on the trench. Ensure that each stone is covered with binder and the aggregates are in contact with each other. Pour binder to the trench and repeat stone laying and the binder pouring process until the stone and binder layer are approximately 20 mm to 25 mm below the wearing surface.

10. Topping - Prepare a premix of binder and stone in the tub on a 6:1 approximate proportion. Keep the mixing tub rotating while pouring the premix inside the tub. Make sure all aggregates are suitably covered with binder. Pour the premix on top of the joint to a level of approximately 20 mm above the wearing surface. 11. Compaction - Wait for the temperature to drop about 80°C, then, using a vibratory plate compactor, compact the finished expansion joint to level the joint with the wearing surface. Make multiple passes to ensure that the joint is properly compacted. This will prevent the joint from setting on the later stage after opening to traffic. 12. Top Screed Surface - After compaction, prepare a binder topping and pour the heated binder on top of the compacted joint. Wearing a heavy-duty heat resistant hand gloves, manually screed the topping. Avoid too thick binder topping (recommended thickness is about 2 mm to 3 mm) and ensure that there are visible signs of stones after finishing the top screed. The top screed binder shall also serve as the waterproof top surface.

13. Cleaning - Clean the surrounding area and pour water on the finished expansion joint. Allow to cure to about 15 to 30 minutes depending on the ambient condition of the surrounding. The road could be immediately opened to traffic after cooling. 415.5 Method of Measurement The installed expansion joint will be measured by the cubic metre 3 (m ). The quantity to be paid for shall be the volume in-placed as shown on the Plans and accepted by the Engineer. 415.6

Basis of Payment

The accepted quantities, measured as prescribed in Section 415.5, shall be paid for at the contract unit price for the expansion joint which price and payment shall be full compensation for furnishing and placing all materials, including labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item. Payment will be made under:

Pay Item Number

415

Description Elastomeric, HotApplied Expansion Joint Sealant (with Single-Sized Aggregates)

Unit of Measurement

Cubic meter

ITEM 416 — CARBON FIBER 416.1 Description This Item covers carbon fibers for use to reinforced concrete structures as shown on the Plans or as directed by the Engineer. 416.2 Materials Requirements 416.2.1 Definition / Raw Material A carbon fiber also called carbon fibre, graphite fiber, or carbon graphite is a long, thin strand of material about 0.005-0.010 mm in diameter and composed mostly of carbon atoms. The carbon atoms are bonded together in microscopic crystals that are more or less aligned parallel to the long axis of the fiber. The crystal alignment makes the fiber incredibly strong for its size. Several thousand carbon fibers are twisted together to form a yarn, which may be used by itself or woven

abric. The yarn or fabric is combined with epoxy and wound or into a f molded into shape to form various composite materials. Carbon fiber has many different weave patterns and can be combined with a plastic resin and wound or molded to form composite materials such as carbon fiber reinforced plastic (also reference as carbon fiber) to provide a high strength to weight ratio materials. The density of carbon fiber's also considerab ly lower than the density of steel, making it ideal for applications requiring low weight. Raw Material The raw material used to make carbon fiber is called the precursor. About 90% of the carbon fibers produced are made from polyacrylonitrile. The remaining 10% are made from rayon or petroleum pitch. All of these materials are organic polymers, characterized by long strings of molecules bound together by carbon atoms. Commercial forms of Carbon Fibers Carbon fibers are available as "tows" or bundles of parallel fibers. The range of individual filaments in the tow is normally from 1000 to 200,000 fibers. Carbon fiber is also available as a prepreg, as well as in the form of unidirectional tow sheets. Typical properties of commercial carbon fibers are shown in Table 416.2.1. Table 416.2.1 Typical properties of commercial composite reinforcing fibers [constructed from Mallick (1988b) and Akzo-Nobel (1994)]

Fiber Carbon PANCarbon T-300a PITCHCCarbonarbon P-555a

Specific gravity

Tensile modulus GPa

Tensile strength GPa

Strain to failure, percent

Coefficient of thermal expansion 6 10- 1C

Poisson's ratio

7xle ( 7)

1.76

231

3.65

1.4

-0.1 to -0.5 (longitudinal), 7-12 (radial)

- 0.20

-7 , "u)

2.0

380

1.90

0.5

-0.9 (longitudinal)

-

Typical diameter (microns)

° Amoco 416.2.2 Sampling and Testing The product shall be subject to sampling and testing. The product shall meet ACI Guidelines and ASTM D 3039.

ch must be controlled to avoid overheating the own heat, whi fibers. Commercia lly, the stabilization process uses a variety of equipment and techniques. In some processes, the fibers are drawn through a series of heated chambers. In others, the fibers pass over hot rollers and through beds of loo held in se materials suspension by a flow of hot air . Some processes use heated air mixed with certain gases that chem ically accelerate the stabilization.

416.3 Construction Requirements 416.3.1 The Manufacturing Process The process for making carbon fibers is part chemical and part mechanical. The precursor is drawn into long strands or fibers and then heated to a very high temperature without allowing it to come in contact with oxygen. Without oxygen, the fiber cannot burn. Instead, the high temperature causes the atoms in the fiber to vibrate violently until most of the non-carbon atoms are expelled. This process is called carbonization and leaves a fiber composed of long, tightly inter-locked chains of carbon atoms with only a few non-carbon atoms remaining.

416.3.1.3 Carbo

Once the fibers are stabilized, they are heated to a temperature of about 1,000-3,000°C for several minutes in a furnace filled with a gas mixture that does not contain oxygen. The lack of oxygen prevents the fibers from burning in the very high temperatures. The gas pressure inside the furnace is kept higher than the outside air pressure and the points where the fibers enter and exit the furnace are sealed to keep oxygen from entering. As the fibers are heated, they begin to lose their noncarbon atoms, plus a few carbon atoms, in the form of various gases including water vapor, ammonia, carbon monoxide, carbon dioxide, hydrogen, nitrogen, and others. As the noncarbon atoms are expelled, the remaining carbon atoms form tightly bonded carbon crystals that are aligned more or less parallel to the long axis of the fiber. In some processes, two furnaces operating at two different temperatures are used to better control the rate of heating during carbonization.

The fibers are coated to protect them from damage during winding or weaving. The coated fibers are wound unto cylinders called bobbins. 416.3.1.1 Spinning Acrylonitrile plastic powder is mixed with another plastic, like methyl acrylate or methyl methacrylate, and is reacted with a catalyst in a conventional suspension or solution polymerization process to form a polyacrylonitrile plastic. The plastic is then spun into fibers using one of several different methods. In some methods, the plastic is mixed with certain chemicals and pumped through tiny jets into a chemical bath or quench chamber where the plastic coagulates and solidifies into fibers. This is similar to the process used to form polyacrylic textile fibers. In other methods, the plastic mixture is heated and pumped through tiny jets into a chamber where the solvents evaporate, leaving a solid fiber. The spinning step is important because the internal atomic structure of the fiber is formed during this process. The fibers are then washed and stretched to the desired fiber diameter. The stretching helps align the molecules within the fiber and provide the basis for the formation of the tightly bonded carbon crystals after carbonization. 416.3.1.2 Stabilizing •

Before the fibers are carbonized, they need to be chemically altered to convert their linear atomic bonding to a more thermally stable ladder bonding. This is accomplished by heating the fibers in air to about 200-300°C for 30-120 minutes. This causes the fibers to pick up oxygen molecules from the air and rearrange their atomic bonding pattern. The stabilizing chemical reactions are complex and involve several steps, some of which occur simultaneously. They also generate their

nizing

416.3.1.4 Treating the surface •

After carbonizing, the fibers have a surface that does not bond well with the epoxies and other materials used in composite materials. To give the fibers better bonding properties, their surface is slightly oxidized. The addition of oxygen atoms to the surface provides better chemical bonding properties and also etches and roughens the surface for better mechanical bonding properties. Oxidation can be achieved by immersing the fibers in various gases such as air, carbon dioxide, or ozone; or in various liquids such as sodium hypochlorite or nitric acid. The fibers can also be coated electrolytically by making the fibers the positive terminal in a bath filled with various electrically conductive materials. The surface treatment process must be carefully controlled to avoid forming tiny surface defects, such as pits, which could cause fiber failure.

416.3.1.5 Sizing After the surface treatment, the fibers are coated to protect them from damage during winding or weaving. This process is called

sizing. Coating materials are chosen to be compatible with the adhesive used to form composite materials. Typical coating materials include epoxy, polyester, nylon, urethane, and others.

r (CFRP) can also be applied to Carbon F iber Reinforced Polyme enhance shear strength of reinforced concrete by wrapping fabrics or fibres around the section to be strengthened. Wrapping around sections (such as bridge or building columns) can also enhance the ductility of

•

The coated fibers are wound onto cylinders called bobbins. The bobbins are loaded into a spinning machine and the fibers are twisted into yarns of various sizes.

416.3.2 Quality Control The very small size of carbon fibers does not allow visual inspection as a quality control method. Instead, producing consistent precursor fibers and closely controlling the manufacturing process used to turn them into carbon fibers controls the quality. Process variables such as time, temperature, gas flow, and chemical composition are closely monitored during each stage of the production. 416.3.3 Applications Carbon Fiber Reinforced Polymer (CFRP) becomes an increasingly notable material use in strengthening concrete, masonry, steel cast iron and timber structures. It's use in industry can be either for retrofitting to strengthen existing structures or an alternative reinforcement (or prestressing material) instead of steel from outset of the project.

the

section, reatly increasing the resistance to collapse under g earthquake loading. Such 'seismic retrofit' is the major application in earthquake-prone areas, since it is much more economical than alternative methods. If a column is circular (or nearly so) an increase in axial capacity is also achieved by wrapping. In this application, the confinement of the carbon fiber wrap enhances the compressive strength of the concrete. However, although large increases are achieved in the ultimate collapse load, the concrete will crack at only slightly enhanced load, meaning that this application is only occasionally used. Special ultra-high modulus carbon fiber (with tensile modulus of 420 GPa or more) is one of the few practical methods of strengthening cast-iron beams. In typical use, it is bonded to the tensile flange of the section, both increasing the stiffness of the section and lowering the neutral axis, thus greatly reducing the maximum tensile stress in the cast iron. Carbon Fiber Reinforced Polymer (CFRP) could be used as prestressing materials due to high strength. The advantages of Carbon

Retrofitting has become the increasingly dominant use of Carbon Fiber Reinforced Polymer (CFRP) and applications include increasing the load capacity of old structures (such as bridges) that were designed to tolerate far lower service loads than they are experiencing today, seismic retrofitting, and repair of damaged structures. Retrofitting is popular in many instances as the cost of replacing the deficient structure can greatly exceed its strengthening using Carbon Fiber Reinforced Polymer (CFRP).

Fiber Reinforced Polymer (CFRP) over steel as a prestressing material because it's lightweight and corrosion resistance should enable the material to be used for applications such as in offshore environments.

416.4 Method of Measurement The carbon fiber shall be measured by the number of square meter placed and accepted as shown on the Plans.

Applied to reinforced concrete structures for flexure, carbon fiber typically has a large impact on strength (doubling or more the strength of the section is not uncommon), but only a moderate increase in stiffness (perhaps a 10% increase). This is because the material used in this application is typically very strong (e.g., 3000 MPa ultimate tensile strength, more than 10 times mild steel) but not particularly stiff (150 to 250 GPa, a little less than steel, is typical). As a consequence, only small cross-sectional areas of the material are used. Small areas of very high strength but moderate stiffness material will significantly increase strength, but not stiffness.

416.5 Basis of Payment The quantity to be paid for, as provided in Section 416.4 Method of Measurement shall be paid for at the contract unit price for Carbon Fiber, which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, accessories, tools and incidentals necessary to complete the Item.

PART G — DR

Payment will be made under:

Pay Item Number

Description

416

Carbon Fiber (Thickness in mm)

Unit of Measurement

ITEM 500 500.1

Square Meter

AINAGE AND SLOPE PROTECTION STRUCTURES

— PIPE CULVERTS AND STORM DRAINS

Description

f the construction or reconstruction of pipe This item shall consist o culverts and storm drains, hereinafter referred to as "conduit" in accordance with this Specification and in conformity with the lines and grades shown on the Plans or as established by the Engineer. 500.2

Material Requirements

Material shall meet the requirements specified in the following specifications: Zinc coated (galvanized) corrugated iron or steel culverts and underdrains

AASHTO M 36

Cast iron culvert pipe

AASHTO M 64

Concrete sewer, storm drain and culvert pipe

AASHTO M 86

Reinforced concrete culvert, storm drain and sewer pipe

AASHTO M 170

Bituminous coated corrugated culvert pipe and pipe arches

AASHTO M 190

metal

Reinforced concrete arch culvert, storm drain and sewer pipe

AASHTO M 206

Reinforced concrete elliptical storm drain and sewer pipe

AASHTO M 207

culvert,

Asbestos cement pipe for culverts and storm drains

AASHTO M 217

Joint Mortar — Joint mortar for concrete pipes shall consist of 1 part, by volume of Portland Cement and two (2) parts of approved sand with water as necessary to obtain the required consistency. Portland Cement and sand shall conform to the requirements of Item 405, Structural Concrete. Mortar shall be used within 30 minutes after its preparation.

354

355

Rubber gaskets

AASHTO M 198

Oakum — Oakum for joints in bell and spigot pipes shall be made from hemp (Cannavis Sativa) line or Benares Sunn fiber or from a combination of these fibers. The oakum shall be thoroughly corded and finished and practically free from lumps, dirt and extraneous matter. Hot poured joint sealing compound

AASHTO M 173

Bedding material shall conform to the requirements of Subsection 500.3.2, Bedding. Backfill material shall conform to the requirements of Subsection 500.3.6, Backfilling. When the location of manufacturing plants allow, the plants will be inspected periodically for compliance with specified manufacturing methods, and material samples will be obtained for laboratory testing for compliance with materials quality requirements. This shall be the basis for acceptance of manufacturing lots as to quality. Prior to and during incorporation of materials in the work, these materials will be subjected to the latest inspection and approval of the Engineer. 500.3 Construction Requirements 500.3.1 Trenches Excavation Trenches shall be excavated in accordance with the requirement of Item 103, Structure Excavation, to a width sufficient to allow for proper jointing of the conduit and thorough compaction of the bedding and backfill materials under and around the conduit. Where feasible, trench wall shall be vertical.

bedding shall consist of a continuous concrete cradle Class A conforming to the plan details. Class B bedding shall consist of bedding the conduit to a depth of not less than 30 percent of the vertical outside diameter of the conduit. The min imum thickness of bedding material beneath the pipe shall be 100 mm. The bedding material shall be sand or selected sandy soil all of which passes a 9.5 mm sieve and not more than 10 percent of which passes a 0.075 mm sieve. The layer of the bedding material shall be shaped to fit the conduit for at least 15 percent of its total height. Recesses in the trench bottom shall be shaped to accommodate the bell when bell and sp igot type conduit is used. bedding the conduit to a depth of Class C bedding shall consist of not less than 10 percent of its total height. The foundation surface, completed in accordance w ith Item 103, Structure Excavation, shall be shaped to fit the conduit and shall have recesses shaped to receive the bells, if any. For flexible pipe, the bed shall be roughly shaped and a bedding blanket of sand or fine granular material as specified above shall be provided as follows:

Pipe Corrugation Depth

Minimum Bedding Depth

10 mm 25 mm 50 mm

25 mm 50 mm 75 mm

For large diameter structural plate pipes the shaped bed need not exceed the width of bottom plate. 500.3.3 Laying Conduit

The completed trench bottom shall be firm for its full length and width. Where required, in the case of crop drains, the trench shall have a longitudinal camber of the magnitude specified. When so specified on the Plans, the excavation for conduits placed in embankment fill, shall be made after the embankment has been completed to the specified or directed height above the designed grade of the conduit. 500.3.2 Bedding The bedding shall conform to one of the classes specified. When no bedding class is specified, the requirements for Class C bedding shall apply.

The conduit laying shall begin at the downstream end of the conduit line. The lower segment of the conduit shall be in contact with the shaped bedding throughout its full length. Bell or groove ends of rigid conduits and outside circumferential laps of flexible conduits shall be placed facing upstream. Flexible conduit shall be placed with longitudinal laps or seams at the sides. Paved or partially-lined conduit shall be laid such that the longitudinal center line of the paved segment coincides with the flow line. Elliptical and elliptically reinforced conduits shall be placed with the major axis within 5 degrees of a vertical plane through the longitudinal axis of the conduit.

500.3.4 Jointing Conduit Rigid conduits may either be of bell and spigot or tongue and groove design unless another type is specified. The method of joining conduit sections shall be such that the ends are fully entered and the inner surfaces are reasonably flush and even. Joints shall be made with (a) Portland Cement mortar, (b) Portland Cement grout, (c) rubber gaskets, (d) oakum and mortar, (e) oakum and joint compound, (f) plastic sealing compound, or by a combination of these types, or any other type, as may be specified. Mortar joints shall be made with an excess of mortar to form a continuous bead around the outside of the conduit and finished smooth on the inside. For grouted joints, molds or runners shall be used to retain the poured grout. Rubber ring gaskets shall be installed so as to form a flexible water-tight seal. Where oakum is used, the joint shall be called with this material and then sealed with the specified material. When Portland Cement mixtures are used, the completed joints shall be protected against rapid drying by any suitable covering material. Flexible conduits shall be firmly joined by coupling bands. Conduits shall be inspected before any backfill is placed. Any pipe found to be out of alignment, unduly settled, or damaged shall be taken up and relaid or replaced. 500.3.5 Field Strutting When required by the Plans, vertical diameter of round flexible conduit shall be increased 5 percent by shop elongation or by means of jacks applied after the entire line of conduit has been installed on the bedding but before backfilling. The vertical elongation shall be maintained by means of sills and struts or by horizontal ties shall be used on paved invert pipe. Ties and struts shall be 300 mm in place until the embankment is completed and compacted, unless otherwise shown on the Plans.

tion or from a source of the Contractor's choice, and shall not excava 50 mm sieve, chunks of contain stones that would be retained on a lastic clay , or other objectionable material. Granular backfill highly p 95 percent passing a 12.5 mm sieve material shall have not less than and not less than 95 percent retained on a 4.75 mm sieve. Oversized material, if present, shall be removed at the source of the material, except as directed by the Engineer. conduit is flushed with or below the top of the When the top of the trench, backfill material shall be placed at or near optimum moisture content and compacted in layers not exceeding 300 mm (compacted) on both sides to an elevation 300 mm above the top of the conduit. Care shall be exercised to thoroughly compact the backfill under the haunches of the conduit. The backfill shall be brought up evenly on both sides of the conduit for the full required length. Except where negative projecting embankment-type instal lation is specified, the backfill material shall be placed and compacted for the full depth of the trench. When the top of the conduit is above the top of the trench, backfill shall be placed at or near optimum moisture content and compacted in layers not exceeding 300 mm (compacted). It shall be brought up evenly on both sides of the conduit for its full length to an elevation 300 mm above the top of the conduit. The width of the backfill on each side of the conduit for the portion above the top of the trench shall be equal to twice the diameter of the conduit or 3.5 m, whichever is less. The backfill material used in the trench section and the portion above the top of the trench for a distance on each side of the conduit equal to the horizontal inside diameter and to 300 mm above the top of the conduit shall conform to the requirements for backfill materials in this Subsection. The remainder of the backfill shall consist of materials from excavation and borrow that is suitable for embankment construction. Compaction to the density specified in Item 104, Embankment, shall be achieved by use of mechanical tampers or by rolling. All conduits after being bedded and backfilled as specified in this Subsection shall be protected by one metre cover of fill before heavy equipment is permitted to cross during construction of the roadway. 500.3.7 Imperfect Trench

These construction specifications shall also apply in the case of relaid conduits. In addition, all conduits salvaged for relaying shall be cleaned of all foreign materials prior to reinstallation. 500.3.6 Backfilling Materials for backfilling on each side of the conduit for the full trench width and to an elevation of 300 mm above the top of the conduit shall be fine, readily compactible soil or granular material selected from

Under this method, for rigid conduit, the embankment shall be completed as described in Subsection 500.3.6, Backfilling, to a height above the conduit equal to the vertical outside diameter of the conduit plus 300 mm. A trench equal in width to the outside horizontal diameter of the conduit and to the length shown on the plans or as directed by the Engineer shall then be excavated to within 300 mm of the top of the conduit, trench walls being as nearly vertical as possible. The trench

shall be loosely filled with highly compressible soil. Construction of embankment above shall then proceed in a normal manner. 500.4 Method of Measurement

n for culverts and storm drains, including excavation Excavatio below flow line grade and for imperfect trench, shall be measured and paid for as provided in Item 103, Structure Excavation. 405,

Conduit of the different types and sizes, both new and relaid, will be measured by the linear meter in place. Conduit with sloped or skewed ends will be measured along the invert. Each section will be measured by the number of units installed. Branch connection and elbows will be included in the length measurement for conduit, or they may be measured by the number of units installed. Class B bedding material placed and approved shall be measured by the cubic metre in place.

Concrete for Class A bedding will be paid for under Item Structura l Concrete. When the Bid Schedule does not contain as estimated quantity for "Furnishing and Placing Backfill Material, Pipe Culvert" payment for placing backfill material around pipe culverts will be considered as included in the payment for excavation of the backfill material. Payment will be made under:

Payment Item Number

When the Bid Schedule contains an estimated quantity for "Furnishing and Placing Backfill Material, Pipe Culvert", the quantity to be paid for will be the number of cubic metre completed in place and accepted, measured in final position between limits as follows: 1.

When the original ground line is less than 300 mm above the top of the pipe, the measurement will also include the placing of all backfill materials, above the original ground line adjacent to the pipe for a height of 300 mm above the top of pipe and for a distance on each side of the pipe not greater than the widest horizontal dimension of the pipe.

3.

Unit of Measurement

500 (1)

Pipe Culverts, - mm Class -

Linear Meter

500 (2)

Storm Drain, - mm Class -

Linear Meter

Measurement shall include backfill material in the trench up to the top of the original ground line but will not include any material placed outside of vertical planes 450 mm up outside of and parallel to the inside wall of pipe at its widest horizontal dimension.

2.

Description

The measurement shall include the placing of backfill material in all trenches of the imperfect trench method. Materials reexcavated for imperfect trench construction will be measured for payment under Item 103, Structure Excavation.

ITEM 501- UNDERDRAINS 501.1

Description

structing underdrains, using pipe and This item shall consist of con granular filter materials, underdrain pipe outlets, and blind drains using granular material in accordance n w ith this Specification and i reasonably close conformity with the lines and grades shown on the Plans or as established by the Engineer. 501.2

Material Requirements

Material shall meet the specifications:

requirements specified in the following

Zinc coated (galvanized) corrugated iron or steel culverts and underdrains

AASHTO M 36

500.5 Basis of Payment The accepted quantities of conduit, determined as provided in Section 500.4, Method of Measurement, shall be paid for at the contract unit price per linear meter for the conduit of the types and sizes specified complete in place. End sections and, when so specified, branch connections and elbows, shall be paid for at the contract unit price per piece for the kind and size specified complete in place.

Extra strength and standard strength clay pipe and perforated clay pipe

A

ASHTO M 65

Perforated concrete pipe

AASHTO M 175

Porous concrete pipe

AASHTO M 176

Bituminized-fiber non-pressure sewer drain and underdrainage pipe systems

AASHTO M 177

Asbestos-cement perforated underdrain pipe

AASHTO M 189

Granular Backfill Filter Material — Granular backfill filter material shall be permeable and shall meet the requirements of AASHTO M 6, except that soundness tests will not be required and minor variation in grading and content of deleterious substances may be approved by the Engineer. When the location of manufacturing plants allows, the plants will be inspected periodically by compliance with specified manufacturing methods, and material sample will be obtained for laboratory testing for compliance with material quality requirements. This shall be the basis for acceptance of manufacturing lots as to quality. All material shall be subjected to inspection for acceptance as to condition at the latest practicable time. 501.3 501.3.1

Construction Requirements Pipe Installation

Trenches shall be excavated to the dimensions and grades required by the Plans or as directed by the Engineer. A minimum of 150 mm bedding layer of granular backfill material shall be placed and compacted at the bottom of the trench for its full width and length. Subdrainage pipe of the type and size specified shall be embedded firmly in the bedding material. Perforated pipe shall normally, be placed with the perforations down and the pipe sections shall be joined securely with the appropriate coupling fittings or bands. Non-perforated pipe shall be laid with the bell end upgrade and with open joints wrapped with suitable material to permit entry of water, or unwrapped as may be specified. Upgrade end sections of all subdrainage pipe installations shall be closed with suitable plugs to prevent entry of soil materials. After the pipe installation has been inspected and approved, granular backfill material shall be placed to a height of 300 mm above the top of pipe. Care shall be taken not to displace the pipe or the covering at open joints. The remainder of the granular backfill material shall then be placed and compacted in 150 mm maximum layers to the

ed height. Any remaining portion of trench above the granular requir backfill shall be filled with either granular or impervious material, as may be specified, and thoroughly compacted. 501.3.2 U

nderdrain Outlets

derdrain outlets shall be excavated to the width and Trenches for un depth shown on the Plans or as otherwise directed. Pipes shall be laid in the trench with all ends firmly joined by the applicable methods and means. After inspection and approval of the pipe installation, the trench shall be backfilled in accordance with Item 103, Structure Excavation.

501.3.3 Blind D

rain

he width and depth Trenches for blind drains shall be excavated to t shown on the Plans. The trench shall be filled with granular backfill material to the depth required by the Plans. Any remaining upper portion of trench shall be filled with either granular or impervious material in accordance with Item 103, Structure Excavation. 501.4

Method of Measurement

linear meter for Underdrains and outlets shall be measured by the pipe of the type and size specified. Blind drains shall be measured by the linear meter including all excavation and backfill materials required. Granular backfill filter material, when specified in the Contract as a Pay Item shall be measured in place by the cubic meter, completed and accepted. Cross-sectional measurements will not exceed the net dimensions shown on the Plans or as directed by the Engineer. Excavation for underdrain pipe will be measured and paid for as provided in Item 103, Structure Excavation. 501.5

Basis of Payment

tion 501.4, The accepted quantities determined as provided in Sec Method of Measurement, shall be paid for at the contract unit prices. Payment will be made under:

Payment Item Number

Description

Unit of Measurement

501 (1) 501 (2) 501 (3)

Underdrain - mm Blind drain Granular backfill filter material for underdrains

Linear Meter Linear Meter Cubic Meter

ITEM 502 — MANHOLES, INLETS AND CATCH BASINS 502.1

the material in casting shall be taken during the casting Samples of units and shall be separate casting poured from the same material as of the the casting they represent.

Description

This item shall consist of the construction, reconstruction or adjustment of manholes, inlets and catch basins in accordance with this Specification and in reasonably close conformity with the lines and grades shown on the Plans or as established by the Engineer.

Gray iron casting

AASHTO M 105

Mild to medium-strength arbon teel c s castings for general app lication

AASHTO M 103

502.2

Structural steel

AASHTO M 183

Galvanizing, where specified for these ents of units, shall conform to the requirem

AASHTO M

Reinforcing Steel

AASHTO M 31

Material Requirements

Concrete for these structures shall meet the requirements of Item 405, Structural Concrete. Other materials shall meet the following specifications: Corrugated Metal Units — The units shall conform to Plan dimensions and the metal to AASHTO M 36. Bituminous coating, when specified, shall conform to ASTM D 1187, Asphalt-base Emulsion for use as Protective Coating for Metal. Sewer and manhole brick (Made from clay or shale) Building brick (Solid masonry units made from clay or shale)

AASHTO M 91

AASHTO M 114

Joint Mortar- Unless otherwise indicated on the Plans, joints mortar shall be composed of one part Portland Cement and two parts fine aggregate by volume to which hydrated lime has been added in an amount equal to 10 percent of the cement by weight. All materials for mortar shall meet the requirements of Item 405, Structural Concrete. Frames, Gratings, Covers and Ladder Rungs — Metal units shall conform to the Plan dimensions and to the following specification requirements for the designated materials. Metal gratings and covers which are to rest on frames shall bear on them evenly. They shall be assembled before shipment and so marked that the same pieces may be reassembled readily in the same position when installed. Inaccuracy of bearings shall be corrected by machining, if necessary. A frame and a grating or cover to be used with it shall constitute one pair. All castings shall be uniformly coated with asphalt-based emulsion meeting the requirements of ASTM D 1187, Asphalt-base Emulsion for use as Protective Coating for Metal.

111

Pre-cast Concrete Units — These units sha ll be cast in substantial permanent steel forms. Structural concrete used shall attain a minimum 28-day compressive strength of 20.682 MPa. The pre-cast units shall be cured in accordance with AASHTO M 171. Water absorption of individual cores taken from such units shall not exceed 7 percent. Additional reinforcement shall be provided as necessary to provide for handling of the pre-cast units. A sufficient number of cylinders shall be cast from the concrete of each unit for compression tests at 7, 14 and 28 days, and to allow for at least 3 cylinders for each test. If the strength requirement is met at 7 or 14 days, the units shall be certified for use 14 days from the date of casting. If the strength is not met at 28 days, all units made from that batch or load will be rejected. Cracks in units, honeycombed or patched areas in excess of 2,000 square millimeters, excessive water absorption and failure to meet strength requirements shall be the causes for rejection. Pre-cast reinforced concrete manhole risers and tops sha ll conform to the requirements of AASHTO M 199. The plants will be inspected periodically for compliance with specified manufacturing methods, and material samples will be obtained for laboratory testing for compliance with material quality requirements. This may be the basis for acceptance of manufacturing lots as to quality. All materials shall be subjected to inspection for acceptance as to condition at the latest practicable time the Engineer has the opportunity to check for compliance prior to or during incorporation of materials into the work.

502.3 Construction Requirements Concrete construction shall conform to the requirements for Item 405, Structural Concrete. Metal frames shall be set in full mortar bed. Pipe sections shall be lfushed on the inside of the structure wall and projected outside sufficiently for proper connection with next pipe section. Masonry shall fit neatly and tightly around the pipe. When grade adjustment of existing structures is specified, the frames, covers and gratings shall be removed and the walls reconstructed as required. The cleaned frames shall be reset at the required elevation. Upon completion, each structure shall be cleaned of any accumulation of silt, debris, or foreign matter of any kind and shall be kept clear of such accumulation until final acceptance of the work.

Payment will be m

Description

502.4 Method of Measurement Standard manholes, inlets and catch basins, both new and reconstructed as applicable, will be measured by the unit. Any additional concrete, reinforcing steel, or masonry required for authorized increases in heights of structures paid of under this Item and in excess of the standard height shown on the Plans will be measured and paid for under Item 405, Structural Concrete and Item 404, Reinforcing Steel, as applicable. Structures noted on the Plans as "junction boxes" will be measured for payment as manholes. The number of concrete covers, pairs of metal frames and gratings, and pairs of metal frames and covers will be measured as acceptably completed. The number of existing manholes, inlets and catch basins adjusted as directed will be measured as acceptably completed. 502.5

Basis of Payment

The accepted quantities, determined as provided in Section 502.4, Method of Measurement of the Pay Items in the Bill of Quantities will be paid for at the contract unit prices, which shall constitute full compensation for furnishing and placing all materials and for all labor, equipment, tools and incidentals necessary to complete the Item. Excavation and backfill will be measured and paid for as provided in Item 103, Structure Excavation.

Unit of Measurement

Pay Item Number 502 (1) 502 (2) 502 (3) 502 (4) 502 (5) 502 (6) 502 (7) 502 (8)

503.1

Each

Manholes Inlets, type Catch basins Concrete covers Metal frames and gratings, type Metal frames and covers Adjusting manholes Adjusting catch basin

ITEM 503 — DRAINA Excavation and backfill shall be done in accordance with Item 103, Structure Excavation.

ade under:

Each Each Each Pair Pair Each Each

GE STEEL GRATING WITH FRAME

Description

materials, tools, and This item shall consist of furnishing all equipment including labor required in undertaking the proper application of steel grating with frame as shown on the approved Plans and in accordance with this Specification. 503.2 Classes and Uses of Road Grates a

nd Frames

Classes of grates that are commonly use in sump, trench and box.

drainage work are

Sump grates shall be used to create a trafficable ground level entry area for surface rainwater to flow into the underground stormwater drainage system. Sump grates shall be used in paved or grassed areas that are graded to direct the surface water to a single pit or to a series of pits. Sump grates shall be plain or hinged. Trench grates shall be used to collect surface rainwater run off from areas that cannot be graded to direct flow into a sing le pit. Box grates or road drainage shall be used to transfer road surface storm water into an underground drainage system. Normally used in conjunction with kerb entry, the addition of the g rate significantly increases the hydraulic capacity of the inlet, particu larly on steep slopes.

503.3

Strength Classifications and the Loading Conditions for Sump, Trench and Box Grates Class A — Test Load 10kN

restra int in buc of the flat bars. 503.4.

For locations trafficked only by pedestrians, wheelchairs and cyclists — inaccessible to motor vehicles by virtue of barriers, narrow passages or stepped or unpaved approaches. Class B — Test Load 80kN For locations normally trafficked by pedestrians and slow moving passenger cars or light agricultural tractors. These locations include areas accessible to infrequent slow moving heavy trucks. Typical locations include footpaths, ground level and multistoried car parks, suburban driveways and back yards. Class C — Test Load 150kN For locations trafficked by slow moving fully laden trucks such as pedestrians, malls and industrial or commercial areas. Class D — Test Load 210kN For locations trafficked by fast moving fully laden trucks and forklifts with wheel loads to 5.0T. This includes all public roads from residential to freeway.

kling, a twisted cross rod (6mm) is forge-welded' into the top

2 Steel Frame

15mm ame clear openings of drainage grates shall be The steelnominal fr larger than sizes of industry standard sized pits. These pits 150mm. This shall be done to allow increase in size in increments of frames to be placed over standard panel formwork and cast in while pouring the pit walls, to speed up installation and ensure the frame is fully embedded in the concrete. 503.4.3 Drain

age Grate Sizes

The drainage grates sha ll be identified by their internal clear ns of the frame. For square and rectangular grates, opening dimensio the normal convention shall be the width x length. etal units shall M conform to the approved p lan dimensions and specifications materials. requirement for the designated Grates shall consist of 25mm to 65mm x 3mm, 4.5mm or 5mm thick lfat bars with length of not more than 6.1m spaced at 30mm o.c. with 6mm twisted rod spaced at 100mm o.c.. Angular frame (L 75mm x 75mm x 9mm thick) shall be coated with hot dipped galvanized for superior corrosion protection finish and extended life. If required, IBeam support shall be provided in the grates in accordance with the approved plan. It shall also conform to the requirements of ASTM A 153 or its equivalents AASHTO M 232.

Class E, F or G — Test Load 400kN, 600kN or 900kN 503.4.4 The metal unit shall conform to ASTM A 36 / A For locations subject to vehicles such as large forklifts, earthmoving or container handling equipment and aircraft. Typical locations include wharves, container storage areas, heavy industry or construction sites and domestic or international airports. All loading conditions specified above are applicable to the three classes of grates depending on their specific uses and locations. 503.4 Materials Requirement 503.4.1 Steel Grating The steel grating shall be made of fabricated mild steel provided with hot dip galvanized in accordance with ASTM A 153/AASHTO M 232 for superior corrosion protection. Steel grating shall be machinemade grating comprised of steel flat bars standing on edge equispaced from each other. To prevent them from falling over and to provide

368

Dimension Tolerances:

Thickness

=

Width Length Straightness

= =

ASHTO M 183.

±0

.20mm ± 0.80mm + 50mm/NIL mm 6mm in each 1.5m length

503.4.5 Joint Mortar ar shall be Unless otherwise indicated on the Plans, joint mort composed of one part Portland Cement and two parts fine aggregate by volume to which hydrated lime has been added in an amount equal to 10 percent of the cement by weight. All materials for mortar shall meet the requirements of Item 405, Structural Concrete. Structural concrete used shall attain a minimum 28-day compressive strength of 20.682 MPa. 1 Forge-welding is a process of metal fusion using a combination of high temperature and high pressure. 369

503.5 Construction Requirements Concrete construction shall conform to the requirements for Item 405, Structural Concrete. Metal gratings which are to rest on frames shall bear on them evenly. They shall be assembled before shipment and so marked that the same pieces may be reassembled readily in the same position when installed. Inaccuracy of bearings shall be corrected by machining, if necessary. The steel grating and its corresponding frame shall constitute one pair. When grade adjustment of existing drainage grates is specified, the frames and steel gratings shall be removed and the walls shall be reconstructed as required. The cleaned frames shall be reset at the required elevation. Upon completion, each drainage grates shall be cleaned of any accumulations of silt, debris, or foreign matter of any kind and shall be kept clear of such accumulation until final acceptance of the work.

Item 405, Structural Concrete and Item 404, Reinforcing Steel, under respectively. and backfill will be measured and paid for as provided Excavation in Item 102, Excavation. 503.8 B

asis of Payment

quantities, determined as provided in Section 503.7, The accepted Method of Measurement of the Pay Items in the Bill of Quantities will be paid for at the contract unit prices, which shall constitute full compensation for furnishing and placing all materials and for all labor, equipment, tools and incidentals necessary to complete the item. Payment will be made under:

Pay Item No.

Description

Unit Of Measurement

503

Metal frames and grating

Set

Excavation and backfill shall be done in accordance with Item 102, Excavation. 503.6 Acceptance Requirement A sufficient number of cylinders for concrete construction shall be cast from the concrete for each unit for compression tests at 7, 14 and 28 days, and to allow for at least 3 cylinders of each test. If the strength requirement is met at 7 or 14 days, the units shall be certified for use 14 days from the date of casting. If the strength is not met at 28 days, all units made from that batch or load will be rejected. The steel grating plants will be inspected periodically for compliance with specified manufacturing and fabricating methods and bars samples will be obtained for laboratory testing for compliance with material quality requirements.

ITEM 504 - CLEANING AND RECOND ITIONING EXISTING DRAINAGE STRUCTURES 504.1 Description ditioning existing pipes This item shall consist of cleaning and recon and appurtenant structures in reasonably close conformity with this Specification and as shown on the Plans. 504.2 Material Requirements e various Pay Materials used for repair or replacement under th Items shall conform to the requirements of the applicable Items of this Specification. 504.3 Construction Requirements

All draining grates materials shall be subjected to inspection for acceptance as to condition at the latest practicable time the Engineer has the opportunity to check for compliance prior to or during incorporation of materials into the work. 503.7 Method of Measurement The quantity to be measured and paid for will be the number of pairs of metal frames and gratings completed and accepted. Concrete and reinforcing steel (AASHTO M 31) will be measured and paid for

removed Pipe Removed and Cleaned — The pipe shall be carefully and cleaned of foreign material both within the barrel and at the jointed ends. Pipe Cleaned in Place — All foreign materials within the barrel shall be removed and disposed off by methods which will prevent damage to the pipe. If approved by the Engineer, all or part of the pipe designated to be cleaned in place may be removed, cleaned, and relaid in accordance

with the applicable Items. In such cases, the Contractor shall furnish all materials required to replace damaged pipes and joints, perform all excavation and backfill, and re-lay the pipe, all at the contract bid price for this Item. Relaying or Stockpiling Salvaged Pipe Re-laying of pipe selected by the Engineer to be removed and cleaned shall be done as shown on the Plans, in accordance with the appropriate Item for the kind of pipe involved. The Contractor shall furnish all jointing materials and shall replace the pipe broken by him, in sufficient lengths to complete the designated length to be relaid without added compensation. Salvaged pipe to be stockpiled shall be placed as shown on the Plans and as directed by the Engineer. No pipe which has sustained structural damage shall be placed in stockpiles. The Contractor shall dispose of such damaged pipes at an approved locations. Reconditioning Drainage Structures — Structures such as manholes, inlets, and the likes, designated on the Plans or as directed by the Engineer to be reconditioned shall have all debris removed, leaks repaired, missing or broken metalwork replaced, and each structure left in operating condition. 504.4 Method of Measurement Measurement will be made by the linear meter of pipe acceptably cleaned, removed, re-laid or stockpiled as designated in the Bill of Quantities, irrespective of the kind or size involved. Pipe removed, cleaned, and relaid will be measured in their final position. Pipe removed, cleaned, and stockpiled will be measured by totaling the nominal laying lengths of all pipe units acceptably removed, cleaned, and placed in the stockpile. Pipe cleaned in place will be measured along the flow line of the pipe line acceptably cleaned as directed. Measurement of drainage structures reconditioned will be made by actual count of the total number of units of each type acceptably completed. 504.5 Basis of Payment The quantities as provided in Section 504.4, Method of Measurement, shall be paid for at the contract price bid per unit of measurement for each of the Pay Items listed below that appear in the Bid Schedule, which price and payment shall be full compensation for

ork of this item except excavation and backfill which is paid for the w under Item 103, Structure Excavation. Excavation and backfill necessary for pipe removal operations shall be done as part of the work of this Item. The Contractor hall emove nd eplace without added s r a r compensation any pipe damaged by this operations and which cannot be acceptably repaired in place. Payment will be made under:

Pay Item Number

Description

Unit of Measurement

504 (1)

Removing, cleaning, stockpiling salvaged culvert pipe

Linear Meter

504 (2)

Removing, cleaning, and relaying salvaged culvert pipe Cleaning culvert pipe in place Reconditioning drainage structures

504 (3) 504 (4)

Linear Meter Linear Meter Each

If more than one type of drainage structure is described for an Ite m in the Bid Schedule, letter suffixes sha ll be added to the item Number to differentiate between such structures. If no Pay Item from the list above appears in the Bid Schedule, the 101, pipe removed will be considered as included in the work Item Removal of Structures and Obstructions. ITEM 505 — RIPRAP AND GROUTED RIPRAP 505.1

Description

cing of riprap with or This Item shall consist of the furnishing and pla without grout as the case may be, with or without filter backing, furnished and constructed in accordance with this Specification and to the lines and grades and dimensions shown on the Plans. 505.2 Material Requirements 505.2.1 Stones as rectangular in Stones for riprap shall consist of rock as nearly section as is practical, except that riprap of Class A may consist of round natural stones. The stones shall be sound, tough, durable, dense,

resistant to the action of air and water, and suitable in all respects for the purpose intended. Stones for riprap shall be one of the following classes as shown on the Plans or determined by the Engineer. Class A -

Stones ranging from a minimum of 15kg to a maximum of 25kg with at least 50 percent of the stones weighing more than 20kg

Class B -

Stones ranging from minimum of 30kg to a maximum of 70kg with at least 50 percent of the stones weighing more than 50kg

Class C -

Class D -

Stones ranging from minimum of 60kg to a maximum of 100kg with at least 50 percent of the stones weighing more than 80kg Stones ranging from minimum of 100kg to a maximum of 200kg with at least 50 percent of the stones weighing more than 150kg

Sound pieces of broken concrete obtained from the removal of bridges, culverts and other structures may be substituted for stone with the approval of the Engineer. 505.2.2 Filter Materials When required, the riprap shall be placed on a filter layer to prevent fine embankment materials to be washed out through the voids of the face stones. The grading of the filter material shall be as specified on the Plans, or in the Special Provisions. If not so specified, it will be required that Di5 of the filter is at least 4 times the size 05 5 for the embankment material, where D15 percent and 85 percent, respectively, passing (by mass) in a grain size analysis. Fine aggregate passing grading requirements for Item 405, Structural Concrete, will satisfy foregoing requirements. 505.2.3 Mortar Mortar for grouted riprap shall consist of sand, cement and water conforming to the requirements given under Item 405, Structural Concrete, mixed in the proportion of one part cement to three parts sand by volume, and sufficient water to obtain the required consistency. The horizontal and vertical contact surface between stones shall be embedded by cement mortar having a minimum thickness of 20 mm. Sufficient mortar shall be used to completely fill all voids leaving the face of the stones exposed.

505.3

Construction Requirements

505.3.1 Excavation r riprap shall be excavated to the required depths and The bed fo properly compacted, trimmed and shaped. The riprap shall be founded in a toe trench dug below the depth of scour as shown on the Plans or as ordered by the Engineer. The toe trench sha ll be filled with stone of the same class as that specified for the riprap, un less otherwise specified 505.3.2 Placin

g

the water line shall be distributed so that the Stones placed below minimum thickness of the riprap is not less than that specified. Stones above the water line shall be placed by hand or individually by machines. They shall be laid with close, broken joints and shall be firmly bedded into the slope and against the adjoining stones. Each stone shall be laid with its longest axis perpendicular to the slope in close contact with each adjacent stone. The riprap shall be thoroughly rammed into place as construction progresses and the finished surface shall present an even, tight surface. Interstices between stones shall be filled with small broken fragments firmly rammed into place. Unless otherwise provided, riprap shall have the following minimum thickness, measured perpendicular to the slope: Class A — 300 mm Class B — 500 mm Class C — 600 mm Class D — 800 mm The surface of riprap shall not vary from the theoretical surface by more than 100 mm at any point. 505.3.3 Grouting by hand, When grouted riprap is specified, stones shall be placed or individually by machine as specified for riprap placed above the water line. The spaces between the stones shall then be filled w ith cement mortar throughout the thickness of the riprap as specified in Subsection 505.2.3, Mortar. Sufficient mortar shall be used to comp letely fill all voids, except that the face surface of the stones shall be left exposed. Grout shall be placed from bottom to top of the surface swept with a stiff broom. After grouting is completed, the surface sha ll be cured as

specified in Item 405, Structural Concrete for a period of at least three days. Payment will be The stones shall also be laid in a manner that the vertical and horizontal alignments of the exposed face shall, as possible be maintained in a straight line.

made under:

Description

Unit of Measurement

Pay Item Number

505.3.4 Weepholes All walls of the abutments shall be provided with weepholes. Unless otherwise shown on the Plans or as directed by the Engineer, the weepholes shall be placed horizontally at the lowest points where free outlets for water can be obtained and shall be spaced at not more than 2 m center to center in a staggered manner. The length of the weepholes shall not be less than the thickness of the walls of the abutment and shall be at least 50 mm diameter PVC or other pipe materials accepted by the Engineer. Weepholes must be provided with filter bags as specified in special provision or as directed by the Engineer, and shall be incidental to Pay Item 505. 505.4 Method of Measurement

505 (1) 505 (2) 505 (3) 505 (4) 505 (5) 505 (6) 505 (7) 505 (8) 505 (9)

Filter layer of granular material, when required, shall be measured separately by the cubic meter in place and accepted.

Cubic Meter Cubic Meter Cubic Meter

Riprap, Class D Grouted Riprap, Class A Grouted Riprap, Class B Grouted Riprap, Class C Grouted Riprap, Class D Filter layer of granular material

Cubic Meter Cubic Meter Cubic Meter Cubic Meter Cubic Meter Cubic Meter

ITEM 506 — STONE MASO 506.1

The quantities to be measured for payment shall be the number of cubic meters of riprap or grouted riprap, as the case may be, including stones placed in the toe trench laid in position and accepted.

Riprap, Class A Riprap, Class B Riprap, Class C

NRY

Description

asonry in minor structures, in This Item shall consist of stone m headwalls for culverts, in retaining walls at the toes of slopes, and at other places called for on the Plans, constructed on the prepared foundation bed, in accordance with this Specification and in conformity with the lines, grades, sections, and dimensions shown on the Plans or as ordered in writing by the Engineer.

The computation of the quantities will be based on the volume within the limiting dimensions designated on the Plans or as determined by the Engineer.

506.2 Material Requirements

505.5 Basis of Payment

506.2.1 Stone

The quantities measured as provided under Subsection 505.4 shall be paid for at the contract unit price, respectively, for each of the Pay Items listed below and shown in the Bid Schedule, which price and payment shall be full compensation for excavation and preparation of the bed, for furnishing and placing all materials including backfill and all additional fill to bring the riprap bed up to the lines, grades and dimensions shown on the Plans, and all labor, equipment, tools and incidentals necessary to complete the Item.

nd shall be subject to The stone shall be clean, hard, and durable a the Engineer's approval. Adobe stone shall not be used unless otherwise specified. Sizes and Shapes — Unless other sizes are shown on the Plans, stones shall have a thickness of not less than 150 mm, and widths of not less than one and one-half times their respective thickness, and lengths of not less than one and one half times their respective widths. Each stone shall be of good shape and be free of depressions and projections that might weaken or prevent it from being properly bedded.

Dressing — The stone shall be dressed to remove any thin or weak portions. Face stones shall be dressed to provide bed and joint lines that do not vary more than 20 mm from the true lines and to ensure the meeting of bed and joint lines without the rounding of corners of the stones in excess of 30 mm in radius. Bed surfaces of the face stones shall be approximately normal to the face of the stones for about 80 mm and from this point may depart from a normal plane not to exceed 50 mm in 300 mm. Finish for Exposed Faces — Face stones shall be pitched to the line along the beds and joints. The maximum projection of rock faces beyond the pitch lines shall not be more than 50 mm.

oistened before the mortar is spread. They shall be laid with their and m longest faces horizontal in full beds of mortar, and the joints shall be ith mortar. f l ushed w The exposed faces of individual stones shall be parallel to the faces lls in which the stones are set. of the wa The stones shall be so handled as not to jar or displace the stones already set. Suitable equipment shall be provided for setting stones larger than those that can be handled by two men. The rolling or turning of stones on the walls will not be permitted. If a stone is loosened after the mortar has taken initial set, it shall be removed, the mortar cleaned off, and the stone relaid with fresh mortar.

506.2.2 Mortar 506.3.2 Bed and Jo Cement, fine aggregate, and water shall conform to the respective requirements for those materials as specified under Item 405, Structural Concrete, except as to the grading of fine aggregate which shall all pass the 2.36 mm (No. 8) sieve, not less than 15 nor more than 40 percent shall pass the 0.3 mm (No. 50 ) sieve, and not more than 10 percent shall pass the 0.15 mm (No.100) sieve. The mortar for the masonry shall be composed of one part of Portland Cement and two parts of fine aggregate by volume and sufficient water to make the mortar of such consistency that it can be handled easily and spread with a trowel. Mortar shall be mixed only in those quantities required for immediate use. Unless an approved mortar mixing machine is used, the fine aggregate and cement shall be mixed dry in a tight box until the mixture assumes a uniform color, after which, water shall be added as the mixing continues until the mortar attains the proper consistency. Mortar that is not used within 90 minutes after the water has been added shall be discarded. Retempering of mortar will not be permitted. 506.3

Construction Requirement

506.3.1 Selection and Placing When the masonry is to be placed on a prepared foundation bed, the bed shall be firm and normal to, or in steps normal to, the face of the wall, and shall have been approved by the Engineer before any stone is placed.

ints

to 50 mm in thickness. Beds for face stones may vary from 20 mm They shall not extend in an unbroken line through more than 5 stones. Joints may vary from 20 mm to 50 mm in thickness. They shall not extend in an unbroken line through more than two stones. They may be at angles with the vertical from 0 to 45°. Face stone shall bond at least 150 mm longitudinally and 50 mm vertically. At no place shall corners of four stones be adjacent to each other. Cross beds for vertical faced walls shall be level, and for battered walls may vary from level to normal to the batter line of the face of the wall. 506.3.3 Headers Headers shall be distributed uniformly throughout the walls of the structures so as to form at least one-fifth of the exposed faces. They shall be of such lengths as to extend from the front face of the wall into the backing of at least 300 mm. When a wall is 450 mm or less in thickness, the headers shall extend entirely from front to back face. 506.3.4 Backing Backing shall be built mostly of large stones as shown in the approved Plans or as directed by the Engineer. The individual stones composing the backing and hearting shall be well bonded with the stones in the face wall and with each other. All openings and interstices in the backing shall be filled completely with mortar or with spells surrounded completely by mortar.

Care shall be taken to prevent the bunching of small stone or stones of the same size. Large stones shall be used in the corners.

506.3.5 Pointing

All stones shall be cleaned thoroughly and wetted immediately before being set, and the bed which is to receive them shall be cleaned

Both bed and vertical joints shall be finished as shown on the Plans or as directed by the Engineer. The mortar in joints on top of surface of

masonry shall be crowned slightly at the center of the masonry to provide drainage. 506.3.6 Coping Copings, if called for, shall be finished as shown on the Plans. Where copings are not called for, the top of the wall shall be finished with stones wide enough to cover the top of the wall from 450 mm to 1000 mm in length, and of random heights, with a minimum height of 150 mm. Stone shall be laid in such a manner that the top course is an integral part of the wall. The tops of top course of stone shall be pitched to line, in both vertical and horizontal planes. 506.3.7 Weepholes It shall conform to the requirements of Item 505, Riprap and Grouted Riprap under Subsection 505.3.4, Weepholes.

Payment

will be made under:

Description Stone Masonry

506

ITEM 507 —

Immediately after being laid, and while the mortar is fresh, all face stones shall be thoroughly cleaned of mortar stains and shall be kept clean until the work is completed. 506.3.9 Curing In hot or dry weather, the masonry shall be satisfactory protected from the sun and shall be kept wet for a period of at least three days after completion.

Cubic Meter

RUBBLE CONCRETE

507.1 Description nsist of the construction of rubble concrete in This item shall co accordance with this Specification and in conformity with the lines, grades, slopes and dimensions shown in the Plans or established by the Engineer. 507.2 Material Requiremen

506.3.8 Cleaning Exposed Faces

Unit of Measurement

Pay Item Number

ts

507.2.1 Stone The stone shall be clean, hard, and durable and sha ll be subject to be used unless the Engineer's approval. Adobe stone shall not otherwise specified. Stones to be used shall be more than 0.015 cubic meter in volume and not less than 75 percent of the tota l volume of rock embankment and shall consist of stones 0.03 cubic metre in volume as described in Item 506.2. Stones obtained from excavation performed under this contract may be used. 507.2.2 Concrete Class "B"

506.4 Method of Measurement Concrete shall be Class "B" in accordance with Item 405, Stru Concrete. The quantity to be paid for shall be the number of cubic meters of stone masonry complete in place and accepted. Projections extending beyond the faces of the walls shall not be included. In computing the quantity for payment, the dimensions used shall be those shown on the Plans or as ordered in writing by the Engineer. No deductions shall be made for weepholes, drain pipes or other openings of less than one square meter in area. 506.5

Basis of Payment

The quantity of masonry, determined as provided in Section 506.4, Method of Measurement, shall be paid for at the contract unit price per cubic meter for Stone Masonry, which price and payment shall be full compensation for furnishing and placing all materials, including mortar for masonry, for all necessary excavations, and for all labor, equipment, tools and incidentals necessary to complete the Item.

ctural

507.3 Construction Requirements 507.3.1 Preparation of Foundation Bed The foundation bed shall be excavated to the lines and grades as shown in the Plans as directed by the Engineer, and shall be thoroughly compacted in accordance with Item 104.3.3. 507.3.2 Falsework and Formwork Construction Falsework/formwork shall be constructed so as to withstand the stresses imposed.

Formwork used shall be constructed with sufficient strength, rigidity and shape as to leave the finished works true to the dimensions shown on the Plans and with the surface finished as specified.

Payment

The inside surface of the forms shall be cleaned of all dirt, water and foreign materials. Forms shall be thoroughly coated with form oil prior to use. The form oil shall be commercial quality form oil or other approved coating which will permit the ready release of forms and will not discolor the concrete.

507

ITEM 508 —

Concrete Class "B" shall be placed after each layer of stone and shall be thoroughly consolidated by means of a vibrator inserted in each layer of concrete. In no case shall the vibrator be operated longer than 10 seconds in any location. After removal of forms, any cavities, voids and honeycomb spots shall be filled up with mortar composed of one part cement and two parts sand. All debris and refuse resulting from work shall be removed and the site left in a neat and presentable condition. 507.3.4

Weepholes

It shall conform to the requirements of Item 505, Riprap and Grouted Riprap under Subsection 505.3.4, Weepholes. 507.4 Method of Measurement The quantity to be paid for shall be the number of cubic meters of rubble concrete completed in place and accepted. In computing the quantity of payment the dimension used shall be those shown on the Plans or as ordered in writing by the Engineer. No reduction shall be made for weepholes. 507.5 Basis of Payment The quantity of rubble concrete determined as provided in the preceding Section 507.4, Method of Measurement, shall be paid for at the contract unit price per cubic meter for rubble concrete, which price and payment shall be full compensation for the preparation of the bed, furnishing, necessary excavations, falsework, and for all labor, equipment, tools and incidentals necessary to complete the Item.

Description

Unit of Measurement

Rubble Concrete

Cubic Meter

Pay Item Number

507.3.3 Placing One layer of concrete Class "B" shall be placed at the prepared bed prior to placing of stones. Clearance between stones shall not be less than 63 mm the maximum size of concrete aggregate for Class "B".

will be made under:

508.1

HAND-LAID ROCK EMBANKMENT

Description

nsist f hand-laid ock embankment, as This Item shall co o r designated in the Bid Schedule, constructed in accordance with this Specification and in conformity with the lines and grades shown on the Plans or established by the Engineer. 508.2 Material Requirement

s

nished in a wellStones shall be sound and durable and fur balanced range of sizes meeting the requirements herein. Unless otherwise provided by the Plans or Special Provisions, all stones shall be more than 0.015 cubic meter in volume and not less than 75 percent of the total volume of rock embankment and shall consist of stones 0.03 cubic meter in volume. Stones obtained from excavation performed under this contract may be used. Adobe stone shall not be used, unless otherwise specified. 508.3 Construction Requirements Sufficient excavation shall be made to expose a foundation bed that is bed satisfactory to the Engineer. The stones shall be founded on this and laid to the lines and dimensions required. Stones shall be laid flat and securely placed with broken joint lines. The larger stones shall generally be located in the lower part of the structure and voids shall be eliminated to the extent possible. Spalls smaller than the minimum stone size specified in Section 506.2, Material Requirements, shall be used to check the larger stones solidly in position and to substantially fill voids between the major stones as laid in the embankment. The exposed face of the rock mass shall be reasonably uniform, with no projections of more than 150 mm beyond the neat lines shown on the Plans or as directed by the Engineer.

Backfill adjacent to the hand-laid rock embankment shall be filled entirely with acceptable material coming from excavation items and compacted. 508.4

Method of Measurement

The quantity to be paid for will be the number of cubic meter of hand-laid rock embankment measured in place, completed and accepted. 508.5

Basis of Payment

The quantity determined, as provided in Section 508.4, Method of Measurement , will be paid for at the contract price per cubic meter for Hand-Laid Rock Embankment, which price and payment shall constitute full compensation for furnishing, selecting, and transporting stones, for placing stones by hand, for backfilling, and for all labor, equipment, tools and incidentals necessary to complete the Item including foundation excavation. Payment will be made under:

Pay Item Number

Description

Unit of Measurement

509.2.

2 Concrete Sheet Piles

reinforcement, and manufacture of concrete sheet piles Concrete, 400, Piling, Subsection shall conform to the requirements of Item 400.2.3, Concrete Piles. 509.2.3 S

teel Sheet Piles

Steel sheet p iles shall be of the type, weight and Section Modulus the Plans or Special Provisions, and shall conform to the indicated on 400, Piling, Subsection 400.2.7, Sheet Piles, requirement of Item Painting shal l conform to the requirements for Item 411, Paint, Subsection 411.3 .6.2, Painting Structural Steel. on Requirements 509.3 Constructi n on the Plans or as Sheet piles shall be driven to elevation show directed by the Engineer. Where impractical to drive to plan elevation due to subsurface conditions, the driving of piles may be stopped at a higher elevation with the written permission of the Engineer. However, before granting such permission, the Engineer shall ascertain that the Contractor has adequate equipment for the required driving and that the piles can be driven to the plan elevation with the proper use of this equipment. The top of the piling shall be driven or cut-off to a straight line at the elevation indicated on the Plans.

508

Hand-Laid Rock Embankment

Cubic Meter

ITEM 509 — SHEET PILES 509.1

The requirements governing the installation of sheet piling shall conform in general to those governing bearing piles as set forth under Item 400, Piling.

Description 509.4 Method of Measurement

This shall consist of furnishing, driving and cutting off of sheet piling covered by this Specification. 509.2

Material Requirements

509.2.1 Timber Sheet Piles The timber, unless otherwise definitely noted on the Plans or in the Special Provisions, may consist of any species which will satisfactorily stand driving. It shall be sawn or hewn with square corners and shall be free from worm holes, loose knots, wing shakes, decay or unsound portions or other defects which might impair its strength or tightness.

Sheet piling will be measured by the linear meter of sheet piling as shown on the Plans or as directed in writing by the Engineer, complete in place and accepted. However, measurement of piling which has been delivered to plan length and cannot be driven according to plan or directed elevation because of subsurface condition shall be measured as if driven to that elevations. 509.5 Basis of Payment Payment of steel piles as determined in Section 509.4, Method of Measurement, shall be made at the contract unit price per linear meter. Such payment shall be considered full compensation for furnishing all materials, labor, equipment, tools, paint, bolts, wales and incidentals necessary to complete the Item.

Payment will be made under:

Pay Item Number 509 (a) 509 (b) 509 (c)

Description Sheet Piles (Timber) Sheet Piles (Steel) Sheet Piles (Concrete)

510.3. Unit of Measurement _ Linear Meter Linear Meter Linear Meter

own on the Plans or ordered by the Engineer, the Where sh Contractor shall provide and lay a bed course, to the depth required, and as specified in Item 200, Aggregate Subbase Course, compacted at least 100 percent of the maximum dry density as determined by AASHTO T 180, Method D. 510.3.3 C

ITEM 510 — CONCRETE SLOPE PROTECTION 510.1

2 Bed Course

Description

This Item shall consist of the furnishing and placing of concrete slope protection including all necessary excavation, a bed course and reinforced concrete to the required thickness and extent to protect slopes against erosion. Construction details shall be as shown on the Plans.

oncrete

all provide and place concrete in accordance with The Contractor sh 405, Structural Concrete, to the required ents of tem the requirem I and to the grades and elevations shown on the depths in the positions Plans. Unless otherwise specified, the concrete slabs shall not be greater than 4m by 4m and shall have between slabs, plain vertical straight joints with no joint filler or sealer. The toe of the concrete slope protection shall be constructed and protected as shown on the Plans.

510.2 Material Requirements 510.3.4 Drainage

510.2.1 Bed Course A bed course, where required, shall be granular material which satisfies the requirements for Item 200, Aggregate Sub-base, Grading A. 510.2.2 Formwork Formwork, where necessary, shall be as specified in Item Concrete Structures.

407,

Drainage of the bed course or backfill shall be provided as show on the Plans or as required by the Engineer.

n

510.4 Method of Measurement The quantity of granular material in the bed course to be paid for shall be measured by the cubic meter in-place and accepted as shown on the Plans. The quantity of concrete to be paid for shall be measured by the cubic meter in-place and accepted as shown on the Plans.

510.2.3 Steel Reinforcement Steel reinforcement shall be as specified in Item 404, Reinforcing Steel. 510.2.4 Concrete Concrete shall be Class B as specified in Item 405, Structural Concrete, unless otherwise specified or required by the Engineer. 510.3 Construction Requirements

510.5 Basis of Payment The accepted quantities as provided in Section 510.4, Method of Measurement, shall be paid for at the contract unit price according to the Pay Item in the Bid Schedule which price and payment shall constitute full compensation for the necessary excavation, for all labor, equipment, tools, all materials including formwork and reinforcing steel, and incidentals necessary to complete this Item.

510.3.1 Excavation The ground shall be excavated where necessary in accordance with the dimensions, lines and grades shown on the Plans.

386

387

Payment will be made under: 511.2. Pay Item Number

510 (1) 510 (2)

Description

Bed Course Granular Material Concrete

Unit of Measurement

2

Wire

ed in the manufacture of double-twisted mesh for use in The wire us gabions and mattresses shall conform to the specifications as shown below as appropriate for the style ordered.

Cubic meter in-place 511.2.2. 1

Style 1 double-twisted mesh shall be manufactured from

Cubic meter in-place zinc-coated wiresoft conforming 641, Class 3steel coating, temper. to Specification ASTM

ITEM 511 — GABIONS AND MATTRESSES 511.1

511.2.2.2

Style 2 double-twisted mesh shall be manufactured from Zn-5A1-MM-coated steel wire conforming to Specification ASTM A 856/A 856 M, Class 3 coating, soft temper.

511.2.2.3

Style 3 double-twisted mesh shall be manufactured from le 1 with

Description

This Item shall consist of furnishing, forming wire mesh baskets, and placing rocks installed at the locations designated, in accordance with this Specification and in conformity with the lines, grades, dimensions, and arrangements shown on the Plans or as directed by the Engineer.

A

the same type of metallic-coated steel wire as sty allican additional PVC coating extruded intoconform the met to the coated steel wire. The PVC coating shall following requirements:

511.2 Material Requirements

Test Method

511.2.1 General Gabions shall be constructed of wire mesh and shall be supplied in various lengths and heights. A double twisted wire mesh container of variable sizes, uniformly partitioned into internal cells, interconnected with other similar units, and filled with stones at the project site to form flexible, permeable, monolithic structures such as retaining walls, sea walls, channel linings, revetments and weirs for erosion control. The lengths shall be multiples of 2, 3 or 4 times the width of the gabion and heights shall be 0.50 m to 1.00 m or as shown on the plans. The horizontal width shall not be less than one meter. Gabion furnished shall be of uniform width.

1. Specific Gravity 2. Tensile Strength, min 3. Modulus of Elasticity, min 4. Hardness, shore "ID" 5. Brittleness Temp, max 6. Resistance to Abrasion, % weight loss, max.

511.2.2.4

from Style 4 double-twisted mesh shall be manufactured aluminum-coated steel wire conforming to Specification ASTM A 809, soft temper.

511.2.3

Lacing Wire and Stiffener e Lacing wire and stiffeners shall be made of wire having th same coating material as the double-twisted wire mesh conforming to Specification ASTM A 641, A 856/A 856 M or A 809 with a tensile strength in accordance w ith Subsection 511.2.7.

be

2.00 m and the height shall be 0.17 m, 0.23 m or 0.30 m or as shown on the Plans. The width and length of the revet mattress as manufactured shall not differ more than ±5%, and the height shall not differ more than ±10% from the ordered size prior to filling.

D 792 D 412 D 412 D 2240 D 746 D 1242

The PVC coating shall not show cracks or breaks after the wires are twisted in the fabrication of the mesh.

The width, height and length of the gabion as manufactured shall not differ more than ±5% from the ordered size prior to filling. Mattresses are double twisted wire mesh container uniformly partitioned into internal cells with relatively small height in relation to other dimensions, having smaller mesh openings than the mesh used for gabions. Mattresses are generally used for riverbank protection and channel linings. The length shall be 3.00 m to 6.00 m, the width shall

1.30 to 1.35 20.6 MPa 18.6 MPa between 50 & 60 -9°C (15°F) or lower temperature 12%

511.2.4

Fasteners made from zinc-coated steel wire, zinc 5% aluminum mischmetal alloy-coated steel wire and alum inum-

coated steel wire shall conform to specification A 764, Type A, B, or C, Table 2 or Table 3. 511.2.5 Gabions and mattresses shall be manufactured with all components mechanically connected at the production facility with the exception of the mattresses lid that is produced separately from the base. All gabions and mattresses shall be supplied in collapsed form, either folded and bundled or rolled, for shipping.

511.2.8

Weight of Coating

m weight of zinc per unit area of uncoated wire surface The minimu shall be in accordance with ASTM A 975 or as follows:

Wire Diameter, mm Over 1.90 Over 2.30 Over 2.70 Over 3.10 Over 3.50

511.2.6 Dimensions The minimum size of the galvanized and PVC coated wire to be used in the fabrication of the gabion and mattresses shall be as follows:

to to to to to

Class 3 or A Coating, g/m2, ASTM A 641

2.30 2.70 3.10 3.50 3.90

220 230 240 260 270

511.2. 9 Rock Fill Diameter, mm Gabions and Mattresses Wires

Gabion Metallic PVC Coated Coated

Mattresses Metallic PVC Coated Coated

Body Wire

3.05

2.70

2.20

2.20

Selvedge or Perimeter Wire

3.80

3.40

2.70

2.70

Tying and Connecting Wire

2.20

2.20

2.20

2.20

Diameter Tolerances for Galvanized Wire to be used in the fabrication of gabion and mattress shall be ± 0.10 mm. The nominal and the minimum thickness of PVC coating shall be 0.50 mm and 0.38 mm, respectively. 511.2.7

Mechanical Properties

Body Wire Selvedge or Perimeter Wire Tying and Connecting Wire

No rock size shall exceed 2/3 the mattress depth and at least 85% by weight of the stone shall have a size greater than 80 mm. No stone shall be able to pass through the mesh. cept that The rock shall meet the requirements of AASHTO M 63 ex the sodium sulphate soundness loss shall not exceed 9% after 5 cycles. 511.2.10 Filter Fabric Filter cloth shall consist of polyethylene.

Tensile Strength — The tensile strength of Zinc-coated wire used in the fabrication of gabion and mattresses when tested in accordance with ASTM A 370, shall be as follows:

Gabions and Mattresses Wires

consist of hard, Rocks inthatgabions mattresses durable rockused pieces will not and deteriorate when shall submerged in water or exposed to severe weather conditions. Rock pieces shall be generally uniformly graded in sizes ranging from 100 mm to 200 mm. Filled gabions shall have a minimum density of 1,400 kg/m3. Voids shall be evenly distributed.

Strength, MPa Gabions

Mattresses

350- 485 350 - 485 350 - 515

350 - 515 350 - 485 350 - 515

511.3 511.3.1

70% polypropylene and

30%

Construction Requirements Fabrication 1.

f Gabions and mattresses shall be in the form o rectangular baskets of the required dimensions and shall be manufactured from wire as specified in Subsection 511.2.2. Gabions shall be made of steel wire double twisted forming a uniform hexagonal mesh type 8 x 10 having a nominal mesh openings of 83 by 114 mm. Mattresses shall be made of steel wire double twisted forming a uniform hexagonal mesh type 6 x 8 hav ing a nominal mesh openings of 64 by 83 mm. Tolerances on

the hexagonal, double-twisted wire mesh opening shall not exceed ±10% on the nominal dimension D values, 64 mm for mattresses and 83 mm for gabions. The edges shall be formed into a securely connected selvedge adequate to prevent raveling.

Assembly and Cons

511.3.2

stalled in a workmanlike manner. The Gabions shall be in gabions shall be placed on a smooth foundation. The final line and grade shall be approved by the Engineer.

1.

Each gabion unit shall be assembled by binding together all 152 mm vertical edges with wire ties on approximately spacing or by a continuous piece of connecting wire stitched around the vertical edges w ith a coil every 102 mm. Empty gabion units shall be set to line and grade as shown on the

Individual basket ties and connections shall be made by using a quantity of wire not less than 8% of the weight of each basket. 2.

When the gabion length exceeds its width, it shall have securely tied diaphragms connected at all edges to form individual cells of equal length and width. Gabions shall be fabricated in such a manner that the sides, ends, lids and diaphragms can be assembled at the construction site into rectangular baskets of the specified sizes. Gabions shall be of single unit construction, base, lids, ends and sides shall be either woven into a single unit or one edge of these members connected to the base section of the gabion in such a manner that the strength and flexibility at the point of connection is at least equal to that of the mesh. The gabion shall be equally divided by diaphragms, placed at not more than 1.0 m intervals, and of the same mesh and gauge as the body of the gabions, into cells the length of which does not exceed the horizontal width. The gabion shall be furnished with the necessary diaphragms secured in proper position on the base in such a manner that no additional tying at this junction will be necessary.

3.

Plans or as described by the Engineer. Wire ties or connecting wires shall be used to join the units together in the same manner as described above for assembling. Internal tie wires shall be uniformly spaced and securely fastened in each cell of the structure. r, chain fall, or iron rod may be A standard fence stretche used to stretch the wire baskets and hold alignment. 2.

When possible the subgrade of the mattress and gabion 150 mm. The shall be properly compacted to a depth of Contractor shall consider the cost of subgrade preparation in the unit prices. Filter fab ric as beds of gabions and mattresses forming the structure shall be suitably leveled and shall be securely connected along the complete length of all contact edges by means of the above specified tying and connecting wire.

3.

Before the filling materia l is placed, the gabions and mattresses shall be carefu lly selected for uniformity of size, and the pieces shall be handplaced to provide a neat appearance as approved by the Engineer.

Four cross-connecting wires shall be provided in each

led with stone carefully p laced by The gabions shall be fil hand or machine to assure alignment and avoid bulges with minimum voids. Alternate placing of rock and connection wires shall be performed until the gabion is filled. After a gabion has been filled, the lid shall be bent over until it meets the sides and edges. The lid shall then be secured to the sides, ends and diaphragms with the wire ties or connecting wire in the manner described for assembling.

cell having a height of one half the width or less, and eight cross-connecting wires shall be provided in each cell having a height greater than one half the width. All perimeter edge of the mesh forming the gabion shall be securely selvedged so that the joints, by tying the selvedges, have at least the same strength as the body of the mesh.

The vertical joints of gabions and mattress baskets shall be staggered as in running bond in brickwork.

Selvedge wire used through all the edges (perimeter wire) shall not be less than 3.80 mm diameter and shall meet the same specifications as the wire mesh. 4.

392

truction

all be filled in stage so that local The cells in any row sh deformation may be avoided. That is at no time shall the cell

393

be filled to a depth exceeding 300 mm more than the adjoining cell. 5.

Filter fabric shall be placed between earth surface and gabion or mattress structures. Filter fabric shall be rolled out into a flat non-rutted surface free from sharp objects, weighing down the edges. Construction equipment shall not be allowed into unprotected fabric. Jointing is normally affected by overlapping not less than 300 mm, but it is preferable to joint by sewing or industrial stapling. Joint edges should be facing downwards to avoid protruding through the surface material.

511.4

and arrangements shown on the Plans or as grades , dimensions, directed by the Engineer.

Method of Measurement

The quantities to be paid for shall be the number of cubic meter of gabions and mattresses and the area of filter cloth completed and accepted.

Materials Require

512.2 512.2. 1

ments

Erosion Control Mats

Erosion contr below: ype 1 512.2.1.1 T

ol mats shall conform to the specifications as shown

—

esh, and woven Straw mats, fabric, m paperburlap or sisal mesh jute netting

1. Straw mats - shall be clean agricultural straw made from oats, wheat, rye, or other grain crops that is free from weeds, mold, or other objectionable material and furnished in an air-dry condition suitable for placing with mulch blower equipment. Straw erosion control mat shall conform to Table 1 as shown below:

511.5 Basis of Payment Table 1 - Straw Erosion Control M Quantities determined as provided above shall be paid for at the appropriate contract unit price per unit of measurement for the Pay Item shown in the Bid Schedule, which price and payment shall constitute full compensation for all necessary excavation, subgrade preparation, for furnishing, placing wire baskets and fill materials and for all labor, equipment accessories, tools, and incidentals necessary to complete the Item.

Property

Material

Straw(1) Netting

at Specification

2 Moisture Content, g/m , min. Photodegradable netting on one side 5 — 20 mm square mesh(2), kg/100 m2, min.

240 1.5

Payment will be made under: (1) (2) Pay Item Number

511 (1) 511 (2) 511 (3)

Description

Gabions Mattresses Filter Cloth

Unit of Measurement

Cubic Meter Cubic Meter Square Meter

ITEM 512 - EROSION CONTROL MATS, ROVING, AND CELLULAR CONFINEMENT SYSTEMS 512.1

Description

This item shall consist of furnishing and placing erosion control mats, roving, and cellular confinement systems installed at the locations designated for ditch and slope protection, and stabilization, in accordance with this specification and in conformity with the lines,

ercent Moisture content shall not exceed 20 p Dimensions are approximate and may vary to meet manufacturer's standards.

2. Burlap fabric — shall have a standard weave and a mass of 145 + 20 grams per square meter. 3. Jute mesh — shall have a uniform open plain weave fabricated from jute yarn that does not vary in thickness by more than half l conform to the following: its normal diameter. Jute mesh shal Mesh size Mesh mass, ASTM D 1776

25 by 25 mm max. 0.5 kg/m2+ 5%

— Mesh netting of woven etting 4. Woven paper or sisal mesh n paper or woven sisal twisted yarn conforming to the following: Mesh openings Shrinkage after wetting

3 to 6 mm 20% max.

512.2.1.2 Type 2

— Straw and coconut mats, excelsior blanket, or mulch blanket

Table 3 - Coconut Mat

1. Straw and coconut mats — a mat consisting of straw and undyed untreated biodegradable jute, coconut coir, and synthetic polypropylene fibers or other approved yarn woven into a plain weave mesh. Straw and coconut mats shall conform to Table 2 as shown below:

Property

Material

2 Moisture Content, g/m , min.

Coconut(1) 100% Netting

Property

Specification 2

Straw(1) 70% Coconut 30% Netting

Moisture Content, g/m 2 , min. Moisture Content, g/m2, min. Photodegradable netting on both sides 16 — 25 mm square mesh(2), kg/100 m2, min. (1) (2)

240 240 1.5

(1) (2)

Moisture content shall not exceed 20 percent Dimensions are approximate and may vary to meet manufacturer's standards

2. Excelsior blanket — shall be of uniform thickness consisting of curled wood excelsior secured on the top side to a biodegradable, photodegradable extruded plastic mesh and shall be smolder resistant without the use of chemical additives. Excelsior blanket shall conform to the following: Excelsior fibers > 200 mm length Mesh size Blanket mass/area

80% min. 25mm by 50mm 0.53+0.05 kg/m2

3. Mulch blanket — shall be 3 to 13 mm thick blanket consisting of organic, biodegradable mulch such as straw, curled wood cellulose, coconut coir, or other material evenly distributed on one side of a photodegradable, polypropylene mesh having a minimum mass of 0.27 kg/m2. 512.2.1.3 Type 3 — Coconut mat

nthetic erosion control mats and meshes

Synthetic mat — Flexible mat produced by machine, consisting of polyolefin monofilament fibers ositioned p between 2 biaxially oriented nets. Mechanically bind the nets together by parallel stitching with po lyolefin thread to form a 3-dimensional web-like weave, highly resistant to environmental and chemical deterioration. Synthetic mat shall conform to Table 4 as shown below: Table 4 - Synthetic Erosion Con

Property

Specifications

Color Thickness, mm, min. Strength (1), N/m min. Elongation (1), °/0, max. Porosity (2) Resiliency (3) , %, min. Ultraviolet stability(4) , %

Green 6 1590 x 525 50 85 80 80

(1)

Coconut mat

— shall consist of undyed untreated biodegradable jute, coconut coir, and synthetic polypropylene fibers or other approved yarn woven into a plain weave mesh with approximately 16 to 25 mm openings. Coconut mat shall conform to Table 3 as shown below:

1.5

percent Moisture content shall not exceed 20 Dimensions are approximate and may vary to meet manufacturer's standards.

512.2.1.4 Type 4 — Sy 1.

240

Photodegradable netting on one side 16 — 25 mm square mesh(2), kg/100 m2, min.

Table 2 - Straw and Coconut Mat

Material

Specification

(2)

trol Mat

Test Method Visual ASTM D 1777 ASTM D 5035 ASTM D 5035 Calculated ASTM D 1777 ASTM D 4355

nd ross-machine Values for both machine a c directions under dry or saturated conditions. Machine direction specimen for 50 mm strip test includes one machine direction polyolefin stitch line centered within its width and extending the full width length of the specimen. Calculation based upon mass, hickness, nd t a specific gravity.

(3)

(4)

2.

The percentage of original thickness retained after 3 cycles of a 690 kilopascal load for 60 seconds followed by 60 seconds without load. Thickness measured 30 minutes after load removed. Tensile strength retained after 1000 hours in a Xenon ARC weatherometer.

Synthetic polypropylene mesh — A flexible woven geotextile mesh fabricated from polypropylene fibers that were spun in one direction. Synthetic Table 5 as shown below:polypropylene mesh shall conform to Table 5 - Synthetic Polypropylene Mesh

Property Color Mass, g/m2

, min. Tensile Strength, N/m, min. Elongation at break,%, max. Mullen burst strength, kPa, min. 3.

4.

Specifications

Table 6 - Synthetic

Proper

ty

Color s, mm , min. Thicknes Tensile Strength (1), N/m, max. Elongation (1),%, max. max. Porosity (2),%, (3) o /,0, min. Resiliency lity(4), °/0, min. Ultraviolet stabi evity Functional Long

Test Methods

Beige

Visual

59 6700 x 3700 40 515

ASTM ASTM ASTM ASTM

(1)

D 5261 D 5035 D 5035 D 3786

(2) (3)

Synthetic mulch control netting — A uniformly extruded, rectangular, plastic mesh netting with 50 by 50 mm nominal mesh openings and weighing at least 8 grams per square meter. Organic mulch control netting — A leno weave mesh netting fabricated from 12.7 kg biodegradable cellulose fiber yarn having 5 twists per 25 mm. Make the size of the mesh grid 13 to 25 mm2. Finish the selvedge to prevent raveling or fraying.

Polypropylene Erosion Control Mat

(4)

Specification

Test Method

Black 13 1370 x 790 50 90

Visual ASTM D 1777 ASTM D 5035 ASTM D 5035 Calculated

80 80 5 years

ASTM D 1777 ASTM D 4355 Observed

Values for both machine and cross-machine directions under dry or saturated conditions using 50 mm strip method. kness, nd Calculation based upon mass, thic a specific gravity. The percentage of original thickness retained after 3 cycles of a 690 kilopascal load for 60 seconds followed by 60 seconds without load. Thickness measured 30 minutes after load removed. Tensile strength retained after 1000 hours in a Xenon ARC weatherometer.

512.2.2 Emulsified Asphalt Emulsified asphalt shall conform to th Item 304, Bituminous Surface Treatment.

e applicable requirements of

512.2.3 Cellular Confinement Systems 512.2.1.5 Type 5 — Turf reinforcement mats Turf reinforcement mats — A web of mechanically or melt bonded polymer netting, monofilaments, or fibers that are entangled to form a strong and dimensionally stable mat. Bonding methods include polymer welding, thermal or polymer fusion, or the placement of fibers between 2 high-strength, biaxially oriented nets mechanically bound together by parallel stitching with polyolefin thread and is resistant to biological, chemical, and ultraviolet degradation. Turf reinforcement mats shall conform to Table 6 as shown below:

m A flexible honeycomb 3-dimensional structure fabricated fro polyethylene that has been properly stabilized with carbon black and/or hindered amine light stabilizers. 512.2.4

Roving Types of Roving

1.

from Fiber glass roving — Fiber glass roving shall be formed continuous fibers drawn from molten glass, coated with a chrome-complex sizing compound, collected into strands and lightly bound together into roving w ithout the use of clay, starch, or like deleterious substances. Roving shall be wind into a cylindrical package approximately 300 mm high so it can be continuously fed from the center of the package

through an ejector driven by compressed air and expanded into a mat of glass fibers on the soil surface. Roving containing petroleum solvents or other agents known to be toxic to plant or animal life shall not be used. Fiber glass roving shall conform to the following: Strands/rove, end count Fibers/strand, end count Fiber diameter (trade designation G), ASTM D 578 m/kg of rove, ASTM D 578 km/kg of strand, ASTM D 578 Organic content, ASTM D 578 2.

56 to 64 184 to 234 0.009 to 0.013 mm 340 to 600 m/kg 26.2 to 2.82 1.65% max.

Polypropylene roving — Polypropylene roving shall be formed from continuous strands of fibrillated polypropylene yarn. Roving shall be winded into a cylindrical package so that it can be continuously fed from the outside of the package through an ejector driven by compressed air and expanded into a mat of polypropylene strands. The material shall not contain agents that are toxic to plant or animal life. Polypropylene roving shall conform to the following: Tensile strength, ASTM D 2256 15.6 N Elongation at break, ASTM D 2256 15.5% Mass of strand, ASTM D 1907 360 denier Strands per rove, measured 24 UV stability, ASTM D 4355 50% retained after 200 hours

512.2.5 Topsoil Topsoil shall conform to the requirements of Item 608, Topsoil, of the DPWH Standard Specifications, Volume II. 512.2.6 Turf Establishment 1.

Agricultural limestone

Agricultural limestone shall conform to the requirements of Item 609, Subsection 609.2.3, Ground Limestone, of the DPWH Standard Specifications, Volume II. 2.

Fertilizers

Fertilizers shall conform to the requirements of Item 609, Subsection 609.2.2, Fertilizers, of the DPWH Standard Specifications, Volume II.

3.

Mulch

shall be made from oats, wheat, rye, or other grain crops Straw — s free from weeds, mold, or other objectionable material and in an that i air-dry condition suitable for placing with mulch blower equipment. Hay — sha ll be made from herbaceous mowing, free from weeds, mold, or other objectionable material. Furnish hay in an air-dry condition suitable for placing with mulch blower equipment. Wood fiber — shall be processed from wood chips that is as follows: a. Colored with a green dye non-injurious to plant growth b. Readily dispersible in water c. Nontoxic to seed or other plant material d. Free of growth or germination inhibiting substances e. Free of weed seed f. Air dried to an equilibrium moisture content of 12±3 percent g. Packaged in new labeled containers h. Packaged in a condition appropriate for m ixing in a homogeneous slurry suitable for application with power spray equipment Grass straw cellulose fiber — shall be processed from grass straw fiber that is as follows: a. b. c. d. e. f. g. h.

Colored with a green dye non-injurious to p lant growth Readily dispersible in water Nontoxic to seed or other plant material Free of growth or germination inhibiting substances Free of weed seed Air dried to a moisture content of 10+0.2 percent Air dried to a uniform mass of 15 percent Packaged in new containers labeled with the manufacturer's name and air-dry mass i. Packaged in a condition appropriate for mixing in a homogeneous slurry suitable for application with power spray equipment

Peat moss — shall be a granulated sphagnum peat moss conforming to the following: Sticks, stones, and mineral matter Partially decomposed stems and leaves of sphagnum Color Textured from porous fibrous to spongy fibrous pH Air-dried

0% 75%

min.

brown 3.5 to 7.5

Mature compost — shall be a partially decomposed organic material, such as leaves, grass, shrubs, and yard trimmings, cured for 4 to 8 weeks. Maturity is indicated by temperature stability and soil-like odor. Also shall be friable, dark brown, weed-free, and pathogen-free mature compost conforming to the following:

ntrol ats s ecommended direction. Staple erosion co m a r manufacturer. Drive all staples flush with the soil surface.

b

y

Repair damaged areas immediately. Restore the soil in damaged areas to finished grade, refertilize, and reseed. (Type 4) shall be

Carbon/nitrogen ratio Carbon/phosphorus ratio pH Water Particlecontent size

25/1 to 35/1 120/1 to 240/1 6.0 to 7.8 40% max.

Seeding and sodding Erosion control Organic material Man-made inserts (plastic, glass, metal)

12 mm max. 25 mm max. 50% min. 2% max.

Straw for hydroseeding — shall be clean agricultural straw milled to 25 mm or less in length. Dry the fibers to 10% moisture for compaction. Bale in heat-sealed plastic bags. Bonded fiber matrix hydromulch — shall be a mixture of long-wood fibers and bonding agent which when hydraulically applied and dried produce a matrix conforming to the following: a. b. c. d. e.

Does not dissolve or disperse when wetted. Holds at least 1000 grams of water per 100 grams of drymatrix. Has no germination or growth inhibiting factors. Forms no water insensitive crust. Contains material that is 100 percent biodegradable.

512.3 Construction Requirements

control mats according

to the manufacturer's

Install erosion control mats to soil surfaces which are at final grade, stable, firm, and free of rocks or other obstructions. Spread erosion control mats evenly and smoothly, without stretching, to ensure direct contact with the soil at all points. Unroll erosion control mats parallel to the drainage flow direction. Lap edges as recommended by the manufacturer. Place the upslope end in a 150 mm vertical slot. Backfill the slot and compact. For swale or ditch installations, place up the side slopes to extend above anticipated flow line and construct intermediate 150 mm vertical check slots at 8 m intervals. Construct check slots perpendicular to flow

402

Turf establishment mats (Type 5) shall be installed before turf establishment is in place. After seeding, lightly brush or rake 15+5 mm of topsoil into the mat voids to fill the mat thickness. 512.3.2

Roving

of applying roving at a rate of Furnish a pneumatic ejector capable minute. Furnish an air compressor capable of 0.9 kilograms per supplying 1.1 cubic meters per minute at 620+70 kilopascals, complete with air hoses necessary for supplying air to areas not accessible to the compressor. Furnish an asphalt distr ibutor with necessary hoses and a hand spray bar for slopes and other areas not accessible to the distributor. 512.3.2.1 Fiber Glass Roving he rate of 0.16+0.03 kg/m2 to Spread fiber glass roving uniformly at t form a random mat of continuous glass fibers. 512.3.2.2 Polypropylene Roving Spread polypropylene roving uniform ly at the rate of 0.08+0.03 olypropylene fibers. kg/m2 to form a random mat of continuous p

512.3.1 Erosion Control Mats (Type 1, 2, 3, 4, and 5) Install erosion recommendations.

Synthetic erosion control mats and meshes installed after turf establishment is in place.

Anchor the roving to the ground with a slow setting emulsified asphalt applied uniformly at a rate of 1.5+0.2 liters per square meter over the roving. Bury upslope end of the roving 300 mm deep. 512.3.3

Cellular Confinement Systems

finement systems, and Excavate to the depth of the cellular con smooth and compact the slope. Install the top of the system flush or lower than the adjacent slope. Expand the cellu lar confinement systems down the slope. Connect adjacent cellular confinement systems sections with hog rings or staples every other cell. Anchor the system with stakes across the top at every other cell. Repeat the anchoring pattern in every tenth row and in the bottom row.

403

roduct Marking

Backfill the system with topsoil. Hand-compact the topsoil within each cell. Apply permanent turf establishment.

512.6.2 P

512.4 Acceptance Requirements

material and its container with the manufacturer's name, Label the materia l's type or trade name, lot number and quantity.

512.4.1 Certification 512.7 M The manufacturer shall file with the purchaser a certificate stating the name of the manufacturer, the chemical composition of the filaments or yarns, and other pertinent information so as to fully describe material (including mats, roving and other cellular confinement systems) for erosion control, ditch and slope protection, and stabilization. The manufacturer shall include in the certificate a guarantee stating that the material that is furnished meets the requirements of the specification. The certificate shall be attested to by a person having legal authority to bind the company. Either mismarking or misinterpretation by the manufacturer shall be reason to discontinue acceptance under these specifications. Notice sent to the manufacturer by the purchaser regarding the discontinuance of acceptance will be considered to be notice to all wholesalers, jobbers, distributors, agents and other intermediaries handling the manufacturer's product. 512.4.2 The Engineer shall evaluate acceptance for the material for topsoil through visual inspection and comply with the requirements of Item 608, Topsoil.

512.7.1 rosion control mats, roving, and cellular confinement systems E shall be measured by the number of square meters excluding overlaps.

Quality Control

Topsoil will be measured 608, Topsoil.

512.7.3

Turfapplicable establishment will be measured o methods:

512.7.3.1

t

he following

y the metric tonne.

512.8 Basis of Payment paid for The quantities determined as provided above shall be at the contract price per unit of measurement, respectively, for each pay item listed below. Payment shall be made under:

Pay Item Number 512 (1) 512 (2) 512 (3)

Shipment and Storage

512.6.1 During periods of shipment and storage, the material shall be protected from direct sunlight, ultraviolet rays, temperatures greater than 60°C, mud, dust, and debris. To the extent possible, the material shall be maintained wrapped in a heavy-duty protective covering. Each shipping document shall include a notation certifying that the material is in accordance with the manufacturer's certificate and guarantee previously filed with the purchaser.

n

nd mulching will be measured by the number of Seeding a meters. square

512.7.3.2 Fertilizer, dry method will be measured b

The manufacturer of the material is responsible for establishing and maintaining a quality control program so as to assure compliance with the requirements of this specification. 512.6

and paid for as provided in Item

512.7.2

512.4.3 The Engineer shall evaluate acceptance for turf establishment work through visual inspection and certification as prescribed in Subsection 512.4.1, Certification. 512.5

ethod of Measurement

Description Erosion Control Mat Type Roving Cellular Confinement Systems

Unit of Measurement Square Meter Square Meter Square Meter

ITEM 513 — PERMANENT GROUND ANCHORS 513.1

Description

esting This item shall consist of designing, furnishing, installing, t and stressing permanent cement-grouted ground anchors n i accordance with the Plans, these Specifications, and the Special Provision.

513.2

Working Drawings

rs. It shall also conform to any of the following: AASHTO M couple 203M, AASHTO M 275M, ASTM A 779 AND AASHTO M 203M.

At least 30 days before work is to begin, the Contractor shall submit to the Engineer for review and approval complete working drawings and design calculations the ground system or systems intended for use. Thedescribing submittal shall include anchor the following: 1.

A ground anchor schedule giving the following information: a. b. c. d. e. f.

Ground anchor number Ground anchor design load Type and size of tendon Minimum total anchor length Minimum bond length Minimum tendon bond length

g.

Minimum unbonded length

2. A drawing of the ground anchor tendon and the corrosion protection system, including details for the following: a. b. c. d. e. f. g. h. i.

Spacers separating elements of tendon and their location Centralizers and their location Unbonded length corrosion protection system Bond length corrosion protection system Anchorage and trumpet Anchorage corrosion protection system Drilled or formed hole size Level of each stage of grouting, and Transition between the unbonded length and the bond length corrosion protection system.

3. The grout mix design and procedures for placing the grout. The Engineer shall approve or reject the Contractor's working drawings within 30 days of receipt of a complete submittal. No work on ground anchors shall begin until working drawings have been approved in writing by the Engineer. Such approval shall not relieve the Contractor of any responsibility under the contract for the successful completion of the work. 513.3

Material Requirements

95 Couplers for tendon sections shall be capable of developing percent of the minimum specified ultimate tensile strength of the tendon. 513.3.2

Grout

e Type I, II or III Portland Cement conforming to Cement b AASHTO M shall 85. Cement used for grouting shall be fresh and shall not contain any lumps or other indications of hydration or "pack set." reaching a cube strength (AASHTO T Grout shall be capable of 106) of 25 MPa in 7 days. Grout cubes for testing shall be made from random batches of grout as directed. Normally, grout strength testing shall not be required as system performance shall be measured by proof-testing each ground anchor. Grout cube testing shall be required if admixtures are used or irregularities occur in ground anchor testing. Aggregate shall conform to the requirements for fine aggregate described in Item 405, Structural Concrete. Admixtures may be used in the grout subject to the approval of the Engineer. Expansive admixtures may only be added to the grout used for filling sealed encapsulations, trumpets, and anchorage covers. Accelerators shall not be used. Water for mixing grout shall be potable, cleaned and free of injurious quantities of substances known to be harmful to Portland Cement or prestressing steel. 513.3.3 Centralizers Centralizers and spacers shall be fabricated from any type of material, except wood, that is not deleterious to the prestressing steel. 513.3.4 Steel Elements Bearing plates shall be fabricated from steel conforming to AASHTO M 270 (ASTM A 709) Grade 36 minimum, or be a ductile iron casting conforming to ASTM A 536. Trumpets used to provide a transition from the anchorage to the unbonded length corrosion protection shall be fabricated from a steel pipe or tube conforming to the requirements of ASTM A 53 for pipe or ASTM A 500 for tubing. Minimum wall thickness shall be 5mm.

513.3.1 Prestressing Steel Ground Anchor tendons shall consists of single or multiple elements of prestressing steel, anchorage devices and, if required,

406

Anchorage covers used to enclose exposed anchorages shall be fabricated from steel, steel pipe, steel tube, or ductile cast iron

conforming to the requirements of AASHTO M 270 (ASTM A 709) Grade 36 for steel, ASTM A 53 for pipe, ASTM A 500 for tubing, and ASTM A 536 for ductile cast iron. Minimum thickness shall be 2.5mm.

separation of elements of a multi-element tendon shall Spacers for permit the free flow of grout. They shall be fabricated from plastic, steel, or material which is not detrimental to the prestressing steel. Wood shall not be used.

513.3.5 Corrosion Protection Elements Sheath for the unbonded length of a tendon shall consist of one of the following: 1.

Seamless polyethylene (PE) tube having a minimum wall

2.

thickness of 1.5 mm plus or minus 0.25 mm. The polyethylene shall be cell classification 334413 by ASTM D 3350. Seamless polypropylene tube having a minimum wall thickness

3.

of 1.5 mm plus or minus 0.25 mm. The polypropylene shall be cell classification PP210B55542-11 by ASTM D 4101. Heat shrinkable tube consisting of a radiation crosslinked

4.

polyolefin tube internally coated with an adhesive sealant. The minimum tube wall thickness before shrinking shall be 0.60 mm. The minimum adhesive sealant thickness shall be 0.50 mm. Corrugated polyvinyl chloride (PVC) tube having a minimum wall thickness of 0.75 mm.

Encapsulation for the tendon bond length shall consist of one of the following:

1.

2. 3. 4.

Corrugated high-density polyethylene (HDPE) tube having a minimum wall thickness of 0.75 mm and conforming to AASHTO M 252 requirements. Deformed steel tube or pipe having a minimum wall thickness of 0.625 mm. Corrugated polyvinyl chloride (PVC) tube having a minimum wall thickness of 0.75 mm. Fusion-bonded epoxy conforming to the requirements of AASHTO M 284, except that it shall have a film thickness of 0.375 mm.

Centralizers shall be fabricated from plastic, steel, or material, which is not detrimental to either the prestressing steel or any element of the tendon corrosion protection. Woods shall not be used. The centralizer shall be able to maintain the position of the tendon so that a minimum of 13 mm of grout cover is obtained on the tendons, or over the encapsulation 513.4

Construction Requirements

513.4.1 Fabrication 513.4.1.1 General Tendons for ground anchors may be either shop or field fabricated from materials conforming to the requirements of Subsection 513.3.1. Tendons shall be fabricated as shown on the approved working drawings. The tendon shall be sized to meet the following: a.

The design load does not exceed 60% of the minimum guaranteed ultimate tensile strength of the tendon

b. The maximum test load does not exceed 80% of the minimum guaranteed ultimate tensile strength of the tendon. 513.4.1.2 Bond Length and Tendon Bond Length The Contractor shall determine the bond length necessary to develop the design load indicated on the plans and to satisfy the load test requirements. The minimum tendon bond length shall be 3 m in rock, 4.5 m in soil or as shown on the Plans, which shall not be less than 3 m. 513.4.1.3 Grout Protected Ground Anchor Tendon

The type of sheath and encapsulation for the tendons selected shall be subjected to the approval of the Engineer. 513.3.6 Miscellaneous Elements Bondbreaker for a tendon shall consist of smooth plastic tube or pipe that is resistant to aging by ultra-violet light and that is capable of withstanding abrasion, impact and bending during handling and installation.

Spacers shall be placed along the tendon bond length of multielement tendons to separate each of the individual elements so that the prestressing strength will bond to the grout. They shall be located at 3 m maximum centers with the upper one located a maximum of.1.5 m from the top of the tendon bond length and the lower one located a maximum of 1.5 m from the bottom of the tendon bond length. Centralizers shall be placed along the bond length. They shall be located at 3 m maximum center-to-center spacing with the upper one located a maximum of 1.5 m from the top of the tendon bond length and

the lower one located 0.30 m from the bottom of the tendon bond length. Use centralizers that do not impede the free flow of grout up the borehole. Centralizers are not required on tendons installed utilizing a hollow-stem auger if it is grouted through the auger and the drill hole is maintained full of a stiff grout (less than 22.5 cm slump) during extraction of the auger. A combination centralizer-spacer may be used. Centralizers are not required on tendons installed utilizing a pressure injection system in coarse-grained soils using grouting pressures greater than 1 MPa. 513.4.1.4

513.4.1 .6

Anchorage an

d Trumpet

sable anchorages may be used unless restressable Nonrestres anchorages are not designated on the Plans or specified in the Special Provisions. Bearing plates shall be sized so that the bending stresses in the plate do not exceed the yield strength of the steel when a load equal to 95% of the m inimum guaranteed ultimate tensile strength of the tendon is applied. The size of bearing plates shall not be less than that shown on the Plans or on the approved working drawings.

Encapsulation Protected Ground Anchor Tendon

Where encapsulation of the tendon is required, the tendon bond length shall be encapsulated by a grout-filled corrugated plastic or deformed steel tube, or by a fusion-bonded epoxy coating. The tendon can be grouted inside the encapsulation prior to inserting the tendon in the drill hole or after the tendon has been placed in the drill hole. Punching holes in the encapsulation and allowing the grout to flow from the encapsulation to the drill hole, or vice versa, will not be permitted. The tendon shall be centralized within the encapsulation and the tube sized to provide a minimum 5mm of grout cover for the prestressing steel. Spacers and centralizers shall be used to satisfy the same requirements for grout protected ground anchor tendons. The anchorage device of tendons protected with fusion-bonded epoxy shall be electrically isolated from the structure. 513.4.1.5 Unbonded Length The unbonded length of the tendon shall be a minimum of 4.5m or as indicated on the Plans or approved working drawings.

The trumpet shall be welded to the bearing plate. The trumpet shall have an inside diameter at least 6mm greater than the diameter of the tendon at the anchorage . The trumpet shall be long enough to accommodate movements of the structure during testing and stressing. For strand tendons with encapsulation over the unbonded length, the trumpet shall be long enough to enable the tendon to make a transition from the diameter of the tendon in the unbonded length to the diameter of the tendon at the anchorhead without damaging the encapsulation. Trumpet of restressable ground anchors shall be filled with corrosion-inhibiting grease and shall have a permanent Buna-N synthetic rubber or an approved equal seal between the trumpet and the unbonded length corrosion protection. Trumpet of non-restressable ground anchor shall be filled with grout and shall have a tightly fitting temporary seal between the trumpet and the unbonded length corrosion protection. 513.4.1.7 Tendon Storage and Handling

A sheath completely filled with corrosion inhibiting grease or grout, or a heat shrinkable tube internally coated with an elastic adhesives shall provide corrosion protection. If grease is used to fill the sheath, provisions shall be made to prevent it from escaping at the ends. The grease shall completely coat the tendon and fill the interstices between the wire strands. Continuity of corrosion protection shall be provided at the transition from the bonded length to unbonded length of the tendon. If the sheath provided is not a smooth tube, then a separate bondbreaker must be provided to prevent the tendon from bonding to the anchor grout surrounding the unbonded length.

Tendons shall be stored and handled in such a manner as to avoid damage or corrosion. Damage to tendon's prestressing steel as a result of abrasions, cuts, nicks, welds, weld splatter corrosion or pitting will be a cause for rejection by the Engineer. Grounding of welding leads to the prestressing steel is not permitted. A slight rusting, provided it is not sufficient to cause pits visible to the unaided eye, shall not be cause for rejection. Prior to inserting a tendon into the drilled hole, its corrosion protection elements shall be examined for damage. Any damage found shall be repaired in a manner approved by the Engineer. Degrease the bond length of tendons and remove solvent residue before installation. 513.4.2

Installation

The Contractor shall select the drilling method, the grouting procedure and grouting pressure to be used for the installation of the

ground anchor as necessary to satisfy the load test requirements with prior approval of the Engineer. 513.4.2.1

Drilling

as indicated below, the grout above the top of the bond Except length may be placed at the same time as the bond length grout, but it shall not be placed under pressure. The grout at the top of the drill hole shall stop 150mm from the back of the structure or from the bottom of the trumpet, whichever is lowest.

The drilling method used may be core drilling, rotary drilling, percussion drilling, auger drilling or driven casing. The method of drilling used shall prevent loss of ground above the drilled hole that may be detrimental to the structure or existing structures. Casing for anchor holes, if used, shall be removed, unless permitted by the Engineer to be left in place. The location, inclination, and alignment of the drilled hole shall be as shown on the plans. Inclination and alignment shall be within plus or minus 3 degrees of the planned angle at the bearing plate, and within plus or minus 30cm of the planned location at the ground surface (point of entry). 513.4.2.2

Tendon Insertion

The tendon shall be inserted into the drilled hole to the desired depth without difficulty. When the tendon cannot be completely inserted it shall be removed and the drill hole cleaned or redrilled to permit insertion. Partially inserted tendons shall not be driven or forced into the hole. Do not extend ground anchors beyond the right-of-way or easement limits. 513.4.2.3 Grouting

d anchor is installed in a fine-grained soil using a drilled If the groun hole larger than 150mm in diameter, then the grout above the top of the bond length shall be placed after the ground anchor has been load tested. The entire drill hole may be grouted at one time if it can be demonstrated hat the t g round anchor system does not derive rtion of its load resistance from the soil above the bond a significant po length portion of the ground anchor. If grout protected tendons are used for ground anchors anchored in rock, then pressure-grouting techniques shall be utilized. Pressure grouting requires that the drill hole be sealed and that the grout be injected until a 0.35 MPa grout pressure can be maintained on the grout within the bond length for a period of 5 minutes. Upon completion of grouting, the grout tube may remain in the drill hole provided it is filled with grout. After grouting, the tendon shall not be loaded for a minimum of 3 days. 513.4.2.4 Trumpet and Anchorage

A neat cement grout or sand-cement grout conforming to the requirements of Subsection 513.3.2 shall be used. Admixtures, if used, shall be mixed in quantities not to exceed the manufacturer's recommendations. The grouting equipment shall produce a grout free of lumps and undispersed cement. A positive displacement grout pump shall be used. The pump shall be equipped with a pressure gauge to monitor grout pressures. The pressure gauge shall be capable of measuring pressures of at least 1MPa or twice the actual grout pressure to be used, whichever is greater. The grouting equipment shall be sized to enable the grout to be pumped in one continuous operation. The mixer shall be capable of continuously agitating the grout during placement. The grout shall be injected from the lowest point of the drill hole. The grout may be placed either before or after insertion of the tendon. The grout may be pumped through grout tubes, casing, hollow-stem augers or drill rods. The quantity of the grout and the grout pressures for each ground anchor shall be recorded. The grout pressures and grout takes shall be controlled to prevent excessive heaving of the ground or fracturing of rock formations.

412

The corrosion protection surrounding the unbonded length of the tendon shall extend into the trumpet a minimum of 150mm beyond the bottom seal of the trumpet or 300mm into the trumpet if no trumpet seal is provided. The corrosion protection surrounding the unbonded length of the tendon shall not contact the bearing plate of the anchorhead during load testing and stressing. The bearing plate and anchorhead shall be placed perpendicular to the axis of the tendon. The trumpet shall be completely filled with corrosion inhibiting grease or grout. The grease may be placed any time during construction. The grout shall be placed after the ground anchor has been load tested. The Contractor shall demonstrate that the procedures selected for placement of either grease or grout will produce a completely filled trumpet. Anchorages not encased in concrete shall be covered with a corrosion inhibiting grease-filled or grout-filled steel enclosure. 413

The 513.4.3 Testing and Stressing The Contractor shall test each ground anchor using a maximum test load not to exceed 80% of the minimum ultimate tensile strength of the tendon. No load greater than 10% of the design load may be applied to the ground anchor prior to load testing. The test load shall be simultaneously applied to the entire tendon. 513.4.3.1 Testing Equipment A dial gauge or vernier scale capable of measuring displacements to 0.025mm shall be used to measure ground anchor movement. It shall have adequate travel so total ground anchor movement can be measured without resetting the device. A hydraulic jack and pump shall be used to apply the test load. The jack and a calibrated pressure gauge shall be used to measure the applied load. The pressure gauge shall be graduated in 1 MPa increments or less. When the theoretical elastic elongation of the total anchor length at the maximum test load exceeds the ram travel of the jack, the procedure for recycling the jack ram shall be included in the working drawings. Each increment of test load shall be applied as rapidly as possible. A calibrated reference pressure gauge shall be available at the site. The reference gauge shall be calibrated with the test jack and pressure gauge. An electrical resistance load cell and readout shall be provided when performing a creep test. The stressing equipment shall be placed over the ground anchor tendon in such a manner that the jack, bearing plates, load cells and stressing anchorage are axially aligned with the tendon and the tendon is centered within the equipment. 513.4.3.2

Performance Test

Five percent of the ground anchors or a minimum of three ground anchors, whichever is greater shall be performance tested in accordance with the following procedures. The Engineer shall select the ground anchors to be performance tested. The remaining anchors shall be tested in accordance with the proof test procedures. The performance test shall be made by incrementally loading and unloading the ground anchor in accordance with the following schedule unless a different maximum test load and schedule are indicated on the Plans. The load shall be raised from one increment to another

fter

ecording the ground anchor movement.

immed iately a r anchor movement shall be measured and recorded to the ground nearest 0.025mm with respect to an independent fixed reference point lignment load and at each increment of load. The load shall be at the a monitored with a pressure gauge. The reference pressure gauge shall be placed in series with the pressure gauge during each performance test. If the load determined by the reference pressure gauge and the 10%, the load determined by the pressure gauge differ by more than jack, pressure auge and reference pressure gauge shall be g increments other than the maximum test load, the . At load recalibrated load shall be held just long enough to obtain the movement reading. Performance Test Schedule Load (START)

Load (CONTINUATION)

AL 0.25DL AL 0.25DL. 0.50DL AL 0.25DL 0.50DL. 0.75DL AL 0.25DL 0.50DL 0.75DL 1.00DL*

AL 0.25DL 0.50DL 0.75DL 1.00DL; 1.20DL AL 0.25DL 0.50DL 0.75DL 1.00DL 1.20DL* 1.33DL (maximum test load)

Reduce to lock-off load Where: AL = Alignment load DL = Design load for ground anchor = Graph required The maximum test load in a performance test shall be held for 10 minutes. The jack shall be repumped as necessary in order to maintain he a constant load. The load-hold period shall start as soon as t maximum test load is applied and the ground anchor movement shall be measured and recorded at 1, 2, 3, 4, 5, 6 and 10 minutes. If the ground anchor movement between 1 minute and 10 minutes exceeds 1mm, the maximum shall be recorded at 15,20, 25, 30, 45 and 60 minutes. A graph shall be constructed showing a plot of ground anchor movement versus load for each load increment marked with an asterisk (*) in the performance test schedule and a plot of residual ground

anchor movement of the tendon at each alignment load versus the highest previously applied load. Graph format shall be approved by the Engineer prior to use. 513.4.3.3

Proof Test

The proof test shall be performed by incrementally loading the ground anchor in accordance with the following schedule unless a different maximum test load and schedule are indicated on the Plans. The load shall be raised from one increment to another immediately after recording the ground anchor movement. The ground anchor movement shall be measured and recorded to the nearest 0.025mm with respect to an independent fixed reference point at the alignment load and at each increment of load. The load shall be monitored with a pressure gauge. At load increments other than the maximum test load, the load shall be held just long enough to obtain the movement reading.

eep test shall be made by incrementally loading and The cr unload ing the ground anchor in accordance with the performance test schedu le used. At the end of each loading cycle, the load shall be held t for the observation period indicated in the creep test schedule constan below unless a different maximum test load is indicated on the Plans. The times for reading and ecording the ground anchor movement r 1,2, 3, 4, 5, 6, 10, 15, 20, 25, during each observation period shall be 210, 240, 270 and 300 minutes 100, 120, 150, 180, 30, 45, 60, 75, 90, priate. Each load-hold period shall start as soon as the test as appro load is applied. In a creep test the pressure gauge and reference pressure gauge will be used to measure the applied load, and the load cell will be used to monitor small changes of load during a constant load-hold period. The jack shall be repumped as necessary in order to maintain a constant load. Creep Test Schedule

Proof Test Schedule Load (START) AL 0.25DL 0.50DL 0.75DL 1.00DL

Load

Load (CONTINUATION)

AL 0.25DL 0.50DL 0.75DL 1.00DL 1.20DL 1.33DL

1.20DL 1.33DL (max test load) Reduce to lock-off load

Where: AL = Alignment load DL = Design load for ground anchor The maximum test load in a proof test shall be held for 10 minutes. The jack shall be repumped as necessary in order to maintain a constant load. The load-hold period shall start as soon as the maximum test load is applied and the ground anchor movement shall be measured and recorded at 1, 2, 3, 4, 5, 6 and 10 minutes. If the ground anchor movement between 1 minute and 10 minutes exceeds 1mm, the maximum test load shall be held for an additional 50 minutes. If the load hold is extended, the ground anchor movement shall be recorded at 15, 20, 30, 45 and 60 minutes. A graph shall be constructed showing a plot of ground anchor movement versus load for each load increment in the proof test. Graph format shall be approved by the Engineer prior to use.

Observation Period (Minutes)

10 30 30 45 60 300

Where: AL = Alignment load DL = Design load for ground anchor A graph shall be constructed showing a plot of the ground anchor movement and the residual movement measured in a creep test as cted described for the performance test. Also, a graph shall be constru showing a plot of the ground anchor creep movement for each load-hold as a function of the logarithm of time. Graph formats shall be approved by the Engineer prior to use. 513.4.3.5 Ground Anchor Load Test Acceptance Criteria A performance-tested or proof-tested ground anchor with a minute load hold is acceptable if the:

513.4.3.4 Creep Test

1.

Creep tests shall be performed if required by the Plans or Special Provisions. The Engineer shall select the ground anchors to be creep tested.

2. 3.

10-

Ground anchor resists the maximum test load with less than 1mm of movement between 1 and 10 minutes; and Total movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the unbonded length. Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50%

of the theoretical elastic elongation of the bonded length. [Criterion (3) applies only for a performance-tested ground anchor in competent rock.] A performance-tested or proof-tested ground anchor with a minute load hold is acceptable if the:

60-

1. 2. 3.

Ground anchor resists the maximum test load with a creep rate that does not exceed 2 mm in the last log cycle of time Total movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the unbonded length. Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50% of the theoretical elastic elongation of the bonded length. [Criterion (3) applies only for a performance-tested ground anchor in competent rock.]

A creep-tested ground anchor is acceptable if the: 1.

Ground anchor carries the maximum test load with a creep rate that does not exceed 2 mm in the last log cycle of time 2. Total movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the unbonded length. 3. Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50% of theoretical elastic elongation of the bonded length. [Criterion (3) applies only for a performance-tested ground anchor in competent rock.] If the total movement of the ground anchor at the maximum test load does not exceed 80% of the theoretical elastic elongation of the unbonded length, the ground anchor shall be replaced at the Contractor's expense. A ground anchor which has a creep rate greater than 2 mm per log cycle of time can be incorporated into the structure at a design load equal to one-half of its failure load. The failure load is the load resisted by the ground anchor after the load has been allowed to stabilize for 10 minutes. When a ground anchor fails, the Contractor shall modify the design and/or the installation procedures. These modifications may include, but are not limited to, installing a replacement ground anchor, reducing the design load by increasing the number of ground anchors, modifying the installation methods, increasing the bond length or changing the ground anchor type. Any modification which requires changes to the structure shall be approved by the Engineer. Any modifications of design or

uction procedures shall be without additional cost to the constr Department and without extension of contract time. Retesting of a ground anchor will not be permitted, except that regrouted ground anchors may be retested. Complete record of the load testing data during the conduct of Performance Test, Proof Test and Creep Test must be duly signed by the Contractor and his Engineer and submitted to the Engineer for evaluation prior to recommendation for payment. However if in the evaluation , a discrepancy in the computation revealed which may affect the ground anchoring, rectification of the anchorage shall be done at Contractor's own expense. 513.4.3.6 Lock

Off

Upon successful comp letion of the load testing, the ground anchor ced to the lock-off load indicated on the Plans and load shall be redu device. The ground anchor may transferred to the anchorage be completely unloaded prior to lock-off. After transferring the load and prior to removing the jack, a lift-off load reading shall be made. The liftoff load shall be within 10% of the specified lock-off load. If the load is not within 10% of the specified lock-off load, the anchorage shall be reset and another lift-off load reading shall be made. This process shall be repeated until the desired lock-off load is obtained. 513.5

Method of Measurement

e sum of the Ground anchors will be measured and paid for by th bonded and unbonded length of anchor bars installed and accepted as shown on the Plans or ordered by the Engineer. No change in the number of ground anchors to be paid for will be made because of the use by the Contractor of an alternative number of ground anchors. 513.6

Basis of Payment

The accepted quantity, measured as prescribed in Section 513.5, shall be paid for at the contract unit price paid for Permanent Ground Anchors, which price and payment shall be full compensation for for furnishing all labors, materials, tools, equipment and incidentals and doing all the work involved in installing the ground anchors (including testing), complete in place, as shown on the plans and as specified in these Specifications and the Special Provisions, and as directed by the Engineer.

Payment will be made under:

514.2.

Pay Item Number

Description

Unit of Measurement

513

Permanent Ground Anchor

Linear meter

5 Hydraulic Cement

cement shall conform to the requirements Hydraulic ic Cement. Hydraul

of Item 700,

Cement brands or types shall not be mixed. 514.2.6 P

enetrating Stain

Penetrating stai

n shall conform to the following:

ITEM 514 — SHOTCRETE (CONCRETE SPRAY) a) Weatherometer on ba material, ASTM G 23

514.1 Description

se

1000 h 73.4% of nonvolatile

This item shall consist of mixing and placing one or more courses of shotcrete on a prepared slope surface in accordance with this Specification and in conformity with the lines, grades, dimensions and cross-sections shown on the Plans or as established by the Engineer.

b) Acrylic dispersion

vehicle

c) Viscosity

58±2 Krebs units

d) Solids volatile content

40.3

514.2 Materials Requirements 514.2.1 Air-Entraining Admixtures (wet mix only) Air-entraining admixtures shall conform to AASHTO M 154. 514.2.2 Chemical Admixtures (wet mix only) Water-reducing, retarding, self-accelerating, and hydration stabilizing admixtures, or combinations thereof, shall conform to AASHTO M 194. Hydration stabilizing admixtures shall conform to AASHTO M 194, type B or D.

Stain shall be stored according to the manufacturer's recommendations. 514.2.7 Reinforcing Fibers Deformed steel or fibrillated polypropylene fibers conforming to ASTM C 1116 shall be used. 514.2.8 Reinforcing Steel Reinforcing steel shall conform to the requirements of Item Reinforcing Steel and Wire Rope.

514.2.3 Concrete Coloring Agents Concrete coloring agents shall conform to ASTM C 979. Coloring agents composed of synthetic or natural inorganic iron oxides shall only be used. 514.2.4 Curing Material

514.2.9 Shotcrete Aggregate Fine aggregate shall be rounded particles conforming to AASHTO M 6, class B including the reactive aggregate supplementary requirement , except as amended or supplemented by the following:

Curing Material shall conform to the following:

a. b.

a) b) c) d)

Lightweight fine aggregate shall conform to AASHTO M 195.

Burlap cloth Waterproof paper Polyethylene film Liquid membrane forming Compounds

AASHTO M 182 AASHTO M 171 AASHTO M 171 AASHTO M 148, type 1-D or 2

710,

Material passing No. 200 sieve, AASHTO T 11 Sand equivalent value, AASHTO T 176, alternate method no. 2, reference method

3% max. 75 min.

Coarse aggregate shall conform to AASHTO M 80, class B, except as amended or supplemented by the following:

a. b.

Los Angeles abrasion, AASHTO T 96 Adherent coating, ASTM D 5711

40% max. 1% max.

514.3

Construction Requirements

514.3.1 Composition (Shotcrete Mix Design) Aggregates shall be combined to meet the designated gradation in Table 514-1.

Shotcrete mixtures shall be designed and Table 514-2.

Table 514 - 1 Shotcrete Gradation Limits for Combined Aggregates

Sieve Size

p

roduced con

forming to

Table 514 - 2 Composition of Shotcrete

Percent by Mass Passing Designated Sieve (AASHTO T 27 & T 11)

Type of Shotcrete Process

Minimum Cement Content (Kg/m3)

Maximum i W/C Rat o

Air Content Range °A

Minimum 28Day Strength (MPa)

325 325

0.55 0.50

NA NA

28 28

325

0.45

5 min.

28

325

0.45

5 min.

28

A

Grading Designation B

19 mm

-

-

12.5 mm

-

100

80-95

9.5 mm

100

90-100

70-90

4.75 mm

95-100

70-85

50-70

2.36 mm

80-100

50-70

35-55

1.18 mm

50-85

35-55

20-40

a.

600 pm

25-60

20-35

10-30

300 pm

10-30

8-20

b. ACI 506.1 State of the Art Report on Fiber Reinforced Shotcrete

5-17

150 pm

2-10

2-10

2-10

C Wet Dry Wet (Air Entrained) Dry (AirEntrained)

100

Shotcrete mixtures shall also conform to the following ACI specifications: ACI 506R Guide to Shotcrete

c. ACI 506.2 Specifications for Proportioning Application of Shotcrete

514.2.10 Water

Mix design shall be verified with trial mixes prepared from the same source proposed for use. The following shall be submitted for acceptance before placing shotcrete:

Water shall conform to the requirements of Item 714, Water. 514.2.11 Polyvinyl Chloride (PVC) Pipes

1.

PVC drainpipes shall be furnished and installed including necessary fittings as shown on the drawings or as directed by the Engineer. The PVC drainpipes shall also be 40 mm diameter unelasticized or as approved by the Engineer.

Proposed shotcrete mix design with mix proportions. Dosage and type of any admixture shall be included with proposed mix design.

2.

Results of shotcrete preconstruction testing

3.

Proposed method for applying shotcrete.

4.

Other information necessary to verify compliance with ACI 506.2.

5.

Shotcrete materials certifications.

I

6. 7.

Fiber samples, if used. Description of proposed equipment for mixing and placing shotcrete. Manufacturer's instructions, recommendations, literature, performance, and test data shall all be included. In addition to meeting equipment requirements in ACI 506, the

514.3.3

Preconstruction Testing

tion shotcrete field trials shall be conducted before Preconstruc starting shotcrete production. 600 Field Trials. Test panels shall be constructed from millimeter by 600 millimeter by 150 millimeters wood forms. Each proposed nozzleman shall produced shotcrete panels on two vertical wood forms . The test panels shall be cured according to AASHTO T 23 except that the panels shall not be immersed in water or cu ring compound.

1.

following shall also be provided: a.

Water Supply System For dry mix, a job site water storage tank shall be provided. It shall be provided with a positive displacement pump with a regulating valve that is accurately controlled to provide water at the required pressure and volume.

b.

Mixing

2.

Coring. Six 75-millimeter diameter cores shall be taken from each test panel according to AASHTO T 24. The ends of the 24 to make cores shall be trimmed according to AASHTO T cores at least 75 millimeters long.

3.

Compressive Strength Testing. The cores shall be soaked in water for 40 hours immediately before testing. Three cores l be tested four days after the field from each test panel shal trial and the remaining three cores shall be tested 28 days after the field trial. Tests shall be performed according to AASHTO T 23.

Equipment capable of handling and applying shotcrete containing the specified maximum size aggregate and admixtures shall be used. An air hose and blow pipe shall be provided to clear dust and rebound during shotcrete application. 514.3.2 Hydration Stabilizing Admixtures When hydration stabilizing admixtures are used to extend the allowable delivery time for shotcrete, admixtures shall be included in the shotcrete mix design. Dosage shall be based on the time needed to delay the initial set of the shotcrete for delivery and discharge on the job. Design discharge time limit shall be included in the dosage submittal. The maximum allowable design discharge time shall be 3.5 hours.

4.

est data and a visual description of Mix design Acceptance. T each core shall be submitted. Details concerning presence of voids, sand pockets, lam ination, and other inadequacies shall be included. Acceptance of the mix design shall be based on preconstruction field trials and test results. The visual quality of 2 according to the cores shall not be lower than Grade shotcrete grading requirements of ACI 506.2.

Field quality control test reports shall be submitted after performing the tests. The following information shall be included in the reports:

An approved and compatible hydration activator shall be used at the discharge site to ensure proper placement and testing.

1.

Sample identification including mix design and test panel number and orientation.

Dosage required to stabilize shotcrete shall be determined using job site material and field trial mixtures. The extended-set admixture shall control the hydration of all cement minerals and gypsum.

2.

Date and time of sample reparation ncluding curing p i conditions and sample dimensions.

3.

Date, time, and type of test.

4.

Complete test results including load and deformation data during testing, pictures of sample before and after testing, and any unusual occurrences observed.

5.

Location of steel reinforcement, if used, covered by shotcrete.

When requested, the admixture manufacturer shall provide the service of a qualified person to assist in establishing the proper dose of extended-set admixture and shall make dosage adjustments required to meet changing job site conditions.

mm as compared to the slump recorded at the batch plant than 50 shall not be used.

514.3.4 Shotcrete Construction Shotcrete application shall be according to ACI 506R and the following: 1.

Sample shall be taken from every batch of shotcrete mixture after at least 0.20 m3 are discharge and before placing any of the batches. When continuous mixing is used, take sample from approximately every 7.5 m3. The air content shall be tested according to AASHTO T 152 or T 196.

Surface Preparation For earth surfaces, all loose rock sharp protruding edges as well as dirt, grease, oil scale and other contaminations shall be carefully removed. Any seepage water entering shall be dealt with by suitable means, such as drainage boring with grouted pipe nipples connected to pipe, sealing measures, etc. which shall be approved by the Engineer. Installation of weepholes shall follow the locations shown on the plans or as directed by the Engineer.

A single compressive strength test result is the average result from 2 cylinders cast from the same load and tested at 28 days. Remove and replace concrete if the compressive strength test results are less than 90 percent of specified design strength at the specified test age. If three

(3) successive samples are tested and compliance with be reduced to the specifications is indicated, screening tests may an approved frequency. Initial testing frequency shall be resumed if a test shows a failing temperature, air content , slump or when directed by the Engineer.

For previously placed shotcrete surfaces, curing compound shall be removed by sandblasting. Approved depth gauges to indicate the thickness of the shotcrete layers shall be installed. Depth gauges shall be installed on 2-meter centers longitudinally and transversely with no less than two gauges per increment of surface area to receive the shotcrete. All surfaces shall be moistened. 2.

5.

a. Shotcrete shall be applied within 45 minutes of adding cement to the mixture.

Temperature and Weather Conditions The temperature of the shotcrete mix shall be maintained between 100°C and 300°C. Shotcrete shall be placed when the surface and ambient temperature is at least 5°C and rising. Shotcrete operations shall be not be performed during high winds and heavy rains.

3.

b.

Layer thickness of each shotcrete application shal l be limited to 50 millimeters. Thicker applications may be approved if the Contractor can demonstrate that no sloughing or sagging is occurring. If additional thickness is required, the applied surface shall be broomed or scarified and allow the layer to harden. The surface shall be dampened before applying an additional layer. Shooting shall be discontinued or shield the nozzle stream if wind causes separation of ingredients during shooting

c.

Laitance, loose material, and rebound shall be removed. Rebound shall be promptly removed from the work area.

d.

Construction joints shall be tapered to a thin edge over a distance of at least 300 millimeters. Joint surface shall be wetted before placing additional shotcrete on the joint. Square construction joints shall not be used.

e.

Shotcrete shall be finished as specified on the plan. The quantities of shotcrete mix to be discharged at the nozzle shall be determined based on the dimensions shown on the plans or as required by the Engineer. The surface of existing structures shall be protected before shooting of

Mixing Thorough mixing of aggregates, cement, admixtures and water shall be ensured for all shotcrete mix.

4.

Shotcrete Application

Deliveries and Sampling

Sampling and testing requirements shal conform to Table 514-3. All equipment shall be furnished and the temperature, unit mass, air content, slump, and other tests to verify specification compliance shall be performed before and during each placement operation. If hydration stabilizing admixtures is used, the slump shall be determined before placement. Concrete with a slump loss of more

426

1

427

shotcrete mix. Rebound and hardened overspray shall be removed from final shotcrete surfaces and from areas not intended for shotcrete placement. f.

Minimum slump of wet-mix shotcrete shall be 25 mm.

514.3.5 Curing Shotcrete Curing the surface shall immediately begin after the free surface water has evaporated and the finishing is completed. If the surface of the shotcrete begins to dry before the selected curing method can be implemented, shotcrete surface shall be kept moist using a fog spray without damaging the surface. Surfaces to be rubbed shall be kept moist after forms are removed. It shall be cured immediately following the first rub.

period,

areasS.hotcrete shall be maintained at a temperature above 5°C until shotcrete has achieved a minimum compressive strength of 5.2 MPa. 514.3.6

If stained or finished surface is not required, curing compound shall be applied to the final exposed shotcrete surface. The liquid membrane method shall not be used on surfaces that will receive a rubbed finish. Use on construction joint surfaces shall be permitted only if the compound is removed by sandblasting before placement of shotcrete against the joint. Only Type 2, white-pigmented, liquid membrane shall be used on surfaces not exposed to view in the completed work. Type 1 or 1-D clear curing compounds shall be used on other surfaces. Membrane curing solutions containing pigments shall be mixed before use. It shall be continuously agitated during application. Equipment capable of producing a fine spray shall be used. The curing compound shall be applied at a minimum rate of 0.25 liter per square meter in one or two uniform applications. If the solution is applied in 2 applications, the first application shall be followed with the second application within 30 minutes, and shall be applied at right angles to the first application. If the membrane is damaged by rain or other means during the curing

Production Report

tor shall prepare and submit a written report of The contrac shotcrete production and application for each shift. The following information shall be included in the report: 1.

Quantity and location of shotcrete applied including pictures of areas where shotcrete was placed.

2.

Observations of success or prob lems of equipment operation, application, final product condition, and any other relevant issues during production and application.

3.

Batch number/s if applicable.

All shotcrete shall be cured uninterrupted for at least 7 days. For intermediate shotcrete surfaces or if a stained or finished final surface is required, the shotcrete surface shall be kept continuously wet by ponding, spraying, or covering with material that is kept continuously and thoroughly wet. Covering material may consist of cotton mats, multiple layers of burlap, or other approved material that does not discolor or otherwise damage the shotcrete and thereafter shall be covered with a waterproof sheet material that prevents moisture loss from the shotcrete. The widest sheets practical shall be used. Adjacent sheets shall be lapped at least 150 mm, and shall tightly seal all seams with pressure sensitive tape, mastic, glue, or other approved methods. All materials shall be secured so that wind does not displace them. Sheets that are broken or damaged shall be immediately repaired.

a new coat shall be applied immediately over the damaged

514.4 Acceptance aluated by visual inspection and Materials for shotcrete shall be ev by a certification from the manufacturer. aterial accepted by M certification may be sampled and tested at any time. If found not in conformance with the contract, the material shall be rejected whether in place or not. The shotcrete placement system, m ixtures, air content and unit mass shall all be evaluated by visua l inspection, and by the results of measurements and testing. Compressive strength shall be evaluated by test results. 514.5 Method of Measurement Item shall be the number of The area to be paid for under this surface square meters (m2) of shotcrete placed and accepted in the completed slope. In computing the quantity, the dimensions shall be those as measured in place and completed based on the preceding requirements. 514.6 Basis of Payment ed in Section 514.5, The accepted quantity, measured as prescrib shall be paid for at the contract unit price for shotcrete, which price and payment shall be

O

C

3N)3N, O

TABLE 514-3 Sampling and Testing Requirements

Material or Product

Aggregate source quality Shotcrete Composition (mix design) Production Aggregate (fine & course)

Test Methods or Characteristic

Specifications

Point of Sampling

Quality

AASHTO M 80

1 per material type

Source of material

All

Subsection 514.3.1

1 per mix design

Source of material

Gradation

AASHTO T 27 & T 11

Fineness Modulus

Shotcrete

Sample Frequency

Unit mass

1 per material type

Flowing aggregate stream (bin, belt, discharge conveyor belt, or stockpile)

Split

Reporting

Sample

Time

Yes

Before producing

Before producing Yes

Yes, when

Before

requested

hatching

-

AASHTO T 121

1 per load

Truck mixer or agitator (1)

1 set per 25m3 but not less than 1 per day

Production test panels

Upon completing tests

AASHTO T 152 or Air content T 196 Compressive Strength

(1) (2)

AASHTO T 24

Note 3

Sample according to AASHT O T 141 o AASHTO T 24. Prepare production test panels according to Subsection 514.3.5. Obtain two 75-millimeter diameter core specimens from each panel according t

Note 2

ITEM 515 — MECHANICALLY-STABILIZED EARTH (MSE) RETAINING WALLS

be shipped and installed after the concrete has reached a minimum shall compressive strength of 24 MPa.

515.1

Concrete facing panels shall have a minimum thickness of 140 m m and a m inimum concrete cover on reinforcing steel of 37.5 mm.

Description

This item shall consist of furnishing materials and placement of Mechanically-Stabilized Earth (MSE) retaining walls constructed in accordance with these specifications and in reasonably close conformity to the lines, grades, design and dimensions shown on the Plans. The Mechanically-Stabilized Earth (MSE) retaining walls shall consist of a non-structural leveling pad, facing panels, and soil reinforcement elements mechanically connected to each facing panel. Soil reinforcement shall have sufficient length, strength, and frictional resistance as required by the design. 515.2 Material Requirements 515.2.1 Concrete Leveling Pad Concrete leveling pad shall be Class A as specified in Item 405, Structural Concrete, unless otherwise specified or required by the Engineer. 515.2.2 Geotextile Geotextile shall be specified in Item 715, Geotextiles, unless otherwise specified or required by the Engineer. 515.2.3 Mechanically-Stabilized Earth (MSE) Retaining Wall Material Mechanically-Stabilized Earth (MSE) retaining wall material shall conform to the following, unless otherwise specified in the Contract. 515.2.3.1 Concrete Face Panels Concrete shall conform to Item 405, Structural Concrete, unless otherwise specified or required by the Engineer. Reinforcing steel bars shall be as specified in Item 404, Reinforcing Steel, unless otherwise specified or required by the Engineer. Concrete shall have a minimum compressive strength of 30 MPa at 28 days. Concrete panels shall be fully supported until the concrete has reached a minimum compressive strength of 7 MPa. The concrete panels

The panels shall be cast face down in level forms supported on a flat working surface. Guides shall be used to locate and support attachment devices set in the back face of the panel. The concrete in each panel unit shall be placed without interruption and shall be consolidated by the use of an approved v ibrator, supplemented by such hand tamping as may be necessary to force the concrete into the corners of the forms and to prevent the formation of stone pockets or cleavage planes. Clear form oil or release agent shall be used throughout the casting operation. The rear face of the panel shall be screeded to e liminate open pockets of aggregate and surface distortions in excess of 6 millimeters. The panels shall be casted on a flat area. Galvanized connecting devices or fasteners shall not be attached to the face panel steel reinforcement. The production lot number, date of manufacture and the p iece mark shall be clearly inscribed on an unexposed face of each panel. All units shall be handled, stored, and shipped in such a manner as to eliminate the dangers of chipping, discoloration, cracks, fractures, and excessive bending stresses. Panels in storage shall be supported on firm wooden blocking to protect the panel connection devices and the exposed exterior finish. Concrete tolerances: (a)

panels

shall

be

manufactured

within

the

f

ollowing

Panel dimensions. Position of panel connection devices shall be within 25 millimeters. All other dimensions within 5 millimeters.

(b) Panel squareness. Squareness, as determined by the difference between the 2 diagonals, shall not exceed 13 millimeters. (c) Panel surface finish. Surface defects on smooth formed surfaces 1.5 meters or more in length shall not 'exceed 3 millimeters. Surface defects on textured-finished surfaces 1.5 meters or more in length shall not exceed 8 millimeters. Concrete face panels having any or all of the following defects shall be rejected.

(a) Defects that indicate imperfect molding (b) Defects indicating honeycombed or open texture concrete. (c) Cracked or severely chipped panels. (d) Color variation on front face of panel due to excess form oil or other reasons. 515.2.3.2 Wire Facing Wire facing shall be fabricated welded wire fabric conforming to AASHTO M 55M, except that Section 7.4 applies for all longitudinal and transverse wire sizes. After fabrication wire fabric shall be galvanized according to AASHTO M 111M. 515.2.3.3 Gabions Gabions shall conform to Item 511, Gabions and Mattresses, unless otherwise specified or required by the Engineer. 515.2.3.4 Backing Mat

515.2.3.8 H

ardware Cloth

cloth shall be fabricated with maximum 7-millimeter Hardware square mesh openings from woven or welded galvanized steel wire fabric conform ing to ASTM A 740. 515.2.3.9

Reinforcing mesh

be fabricated from cold-drawn steel wire Reinforcing mesh shall AASHTO M 32M. Wire shall be welded into the finished conforming to mesh fabric according to AASHTO M 55M. Wire shall be galvanized according to AASHTO M 111M after fabrication. Damaged galvanized coating shall be repaired before installation. 515.2.3.10 Reinforcing strips rength, low alloy Reinforcing strips shall be fabricated from high-st structural steel conforming to ASTM A 572M, grade 450, type-3. Reinforcing strips shall be galvanized according to AASHTO M 111M after fabrication. 515.2.3.11 Tie strip

Backing mat shall be fabricated welded wire fabric conforming to AASHTO M 55M, except that Section 7.4 applies for all longitudinal and transverse wire sizes. After fabrication wire fabric shall be galvanized according to AASHTO M 111M.

nforming to ASTM Tie strip shall be fabricated from hot-rolled steel co A 570M, grade 50. Tie strip shall be galvanized according to AASHTO M 111M. 515.2.4 Select Granular Backfill

515.2.3.5 Clevis Connector Clevis conforming 55M. After AASHTO M

connector shall be fabricated from cold-drawn steel wire to AASHTO M 32M, and welded according to AASHTO M fabrication clevis connector shall be galvanized according to 111M.

granular Select Granular Backfill shall consist of sound, durable, material free from organic matter or other deleterious material (such as shale or other soft particles with poor durability). The select granular backfill materials shall conform to Table 515.1, Grading Requirements.

515.2.3.6 Connector Bars Table 515.1 — Grading Requirements Connector bars shall be fabricated from cold-drawn steel wire conforming to AASHTO M 32M and shall be galvanized according to AASHTO M 111M. 515.2.3.7 Fasteners Fasteners shall be made of 13-millimeter diameter, heavy hexhead bolts, nuts, and washers conforming to AASHTO M 164M and shall be galvanized according to AASHTO M 232.

434

Sieve Designation Standard (mm)

Percent by Mass Passing Designated Sieve (AASHTO T 27 and T 11)

100 0.0425 0.075

100 0 — 60 0 — 15

The shear angle of internal friction shall not be less than 435

34°.

Table 515.2 — Grading Requirements Compact samples for AASHTO T 236 to 95 percent of the maximum density determined according to AASHTO T 99 Method C or D and corrected for oversized material according to ASSHTO T 99, Note 9. If the select granular backfill materials are subjected to five cycles of the sodium sulfate soundness test by AASHTO T 104, the weighted loss shall not exceed 15 mass percent. The material shall have a Plasticity Index of not more than determined by AASHTO T 90.

(5)

Sieve Designation Standard (mm) 75 0.075

Percent by Mass Passing Designated Sieve (AASHTO T 27 and T 11) 100 15 max

6 as ave a liquid limit of not more than 30 as The material shall h determined by AASHTO T 89.

Electrochemical requirements for Mechanically-Stabilized Earth (MSE) retaining walls with metallic reinforcements shall comply with the following requirements:

uirements 515.3 Construction Req 515.3.1 General

Test

Requirements

Resistivity, AASHTO T 288 pH, AASHTO T 289 Sulfate Content, AASHTO T 290 Chloride Content, AASHTO T 291

3000 '0-cm min. 5.0 to 10.0 200 ppm max. 100 ppm max.

Note: Tests for sulfate and chloride content are not required when resistivity is greater than 5,000 Ohm centimeters. Electrochemical requirements for Mechanically-Stabilized Earth (MSE) retaining walls with Geosynthetic reinforcements, specify that the pH shall be between 5.0 to 10.0 as determined by AASHTO T 289.

Mechanically-Stabilized Earth (MSE) retaining walls design shall be in accordance with DPWH — Design Guidelines Criteria and Standards (Latest Edition). A minimum horizontal bench 1.20 meters wide shall be provided in front of walls founded on slopes.

515.2.5 Structural Backfill Structural backfill shall consist of free draining granular materials free from excess moisture, muck, frozen lumps, roots, sod, or other deleterious material. The structural backfill materials shall conform to Table Grading Requirements.

tion. Detailed working Survey and verify the limits of the wall installa elevations, soil reinforcement drawings such as but not limited to wall length for each section of wall, applied bearing pressure, facing panel layout, and representative typical details and supporting calculations of the Mechanically-Stabilized Earth (MSE) retaining walls shall be furnished by the Contractor to the Engineer at least three (3) weeks prior to construction. Construction shall not start until the Engineer has reviewed and approved the design/Plans.

515.2,

515.3.2 Excavation dimensions, The ground shall be excavated in accordance with the lines and grades shown on the Plans. Excavation shall be in accordance whenever applicable, with Section 103.2, Excavation. Level and layout the foundation for a width equal to the length of reinforcing elements plus 0.5 meter. When a rocky foundation is situated anywhere along the wall, place 150 millimeters of select granu lar backfill materials under the reinforcing mesh or strips. 515.3.3 Foundation Preparation surface shall Prior to wall construction, the foundation, if not on rock be compacted as directed by the Engineer. Any unsuitable foundation

material, as determined by the Engineer, shall be excavated and replaced with granular material, and shall be compacted in accordance with Section 515.3.5, Backfilling. The construction requirements for concrete leveling pad shall be in accordance, whenever applicable, with Section 405.3, Structural Concrete. Allowable elevation tolerances are + 3.0 mm and - 6.0 mm from the design elevation. 515.3.4 Wall Erection Walls shall be erected in accordance with the approved shop drawings and the manufacturer's recommendations. When required by the Engineer, an experienced field representative from the wall system manufacturer shall be present on site during erection. The starting point for the wall erection shall be as shown on the Plans or if the new wall matches an existing wall. Otherwise the wall shall begin on the leveling pad at the lowest elevation. The concrete leveling pad shall be allowed to cure for at least 12 hours before the wall erection. 515.3.4.1 Concrete-Faced-Walls Where walls or wall sections intersect at an angle of 130° or less, a special vertical corner element panel shall be used. The corner element panel shall cover the joint of the panels that abut the corner, to allow for the independent movement of the abutting panels. Standard facing panels shall have at least two levels of earth reinforcements to stabilize the panels against rotation. Top and bottom half panels shall have at least one (1) level of earth reinforcements. The wall facing shall be designed to accommodate differential settlement of one (1) meter in one hundred (100) meters. The spacing between adjacent panels shall be designed to be 19 millimeters. Joints between panels shall have a ship lap configuration to protect the joint materials from vandalism. There shall be no openings through the wall facing except for utilities to pass through the wall. Slip joints to accommodate excessive differential settlement shall be included if indicated in the Plans.

enings shall be 19±6 millimeters wide. Joint material shall be Joint op installed according to the drawings. All joints at the backside of the 300-millimeter wide strip of geotextile. panels shall be covered with a Geotextile splices shall be overlapped with a minimum of 100 millimeters. position shall be supported with temporary wedges or The during panels backfilling in bracing operations. The final position of the wall shall have maximum overall vertical tolerance (top to bottom) of 13 millimeters per 3 meters of wall height. re-faced Walls 515.3.4.2 Wi and 6-millimeter hardware cloth in successive Place backing mats horizontal lifts as backfill placement proceeds. Connect, tighten, and anchor soil reinforcement elements to the wall facing units before placing backfill. An individual lift shall have a maximum vertical tolerance and an (top to bottom) vertical tolerance of 25 millimeters per 3 overall wall meters of wall height. Reinforcement elements shall be placed within 25 millimeters vertically above the correspond ing connection elevation at the wall face. Reinforcing elements shall ot e n b p laced below the Designed batter of the wall shall corresponding connection elevations. not deviate by more than 25 millimeters per 3 meters of wall height. Deviation of more than 50 millimeters sha ll not be allowed at any point in the wall from 3-meter straightedge placed hor izontally on the theoretical plane of the design face. The minimum wall embedment shall be 300 mm unless otherwise shown on the Plans or as established by the Engineer. 515.3.4.3 Gabion-Faced Walls in accordance The construction requirements of gabions shall be whenever applicable, with Section 511.3, Gabions and Mattresses. The first lift of backfill shall be placed before filling the gabion baskets. Reinforcement mesh shall be laid horizontally on compacted fill and normal to the face of the wall. The gabion facing un it shall be connected to the reinforcement mesh with spiral binders or t ie wire at 100-millimeter nominal spacing with alternating single and double locked loops. Reinforcement mesh taut shall be pulled and anchored before placing additional backfill.

515.3.4.1.1 Installation Precast facing panels shall be erected by means of lifting devices connected to the upper edge of the panel. Precast facing panels shall be aligned within 19 millimeters vertically and horizontally when measured with a 3-meter straightedge.

515.3.5 Backfilling ct granular backfill. The stabilized volume shall be backfilled with sele l not exceed 150 The maximum compacted thickness of any layer shal

mm. All subsequent layers shall be spread and compacted in a similar manner. The backfill materials shall be compacted until a uniform density of not less than 95 mass percent of the maximum dry density determined by AASHTO T 99 Method C is attained, at a moisture content determined by Engineer to be suitable for such density. Acceptance of compaction may be based on adherence to an approved roller pattern developed as set forth in Item 106, Compaction Equipment and Density Control Strips. During the progress of the Work, the Engineer shall make density tests of compacted material in accordance with AASHTO T 310 or other approved field density tests. If, by such tests, the Engineer determines that the specified density and moisture conditions have not been attained, the Contractor shall perform additional work as may be necessary to attain the specified conditions. At least one group of three (3) in-situ density tests shall be carried out for each 500 m of each layer of compacted fill. Backfilling shall be even on all sides of the structure, and each layer shall be extended to the limits of the excavation or to natural ground. Backfill shall be placed in such a manner as to avoid any damage or disturbance to the wall materials or misalignment of the facing panels. Any wall materials which become damaged or disturbed during backfill placement shall either be removed and replaced at the Contractor's expense or corrected, as directed by the Engineer. Backfill shall not be placed against concrete less than 7-days old or until 80 percent of the design strength is achieved. Ensure that no voids exist below the reinforcing mesh or strips. An acceptable lightweight mechanical or vibratory compactor shall be used within one (1) meter of the wall face. The specified lift thickness shall be adjusted as warranted by the type of equipment actually used and as approved by the Engineer, but no soil density tests need be taken within this area. Where the stabilized volume supports spread footings for bridges or other structural loads, the top 1.5 meters shall be compacted to at least 100 percent of the maximum density. Facing or reinforcing elements shall not be damaged or disturbed during backfilling. Equipment shall not be operated directly on top of the reinforcing mesh or strips. The Contractor shall correct damaged, misaligned, or distorted wall elements. Backfill and compact behind the stabilized volume with structural backfill in the same methodology done on select granular backfill. At the

the day's operation, the last lift of backfill shall be sloped away end of from the wall face to direct surface runoff away from the wall. Temporary drainage shall be constructed to divert any surface runoff from adjacent areas to enter the wall construction area. 515.3.6 P lacement of Reinforcements nts (strips, mats or Prior to placing the first layer of reinforceme grids), backfill shall be placed and compacted in accordance with Section 515.3.5, Backfilling Bending of reinforcements in the horizontal plane that results in a kink in their alignment shall not be allowed. Gradual bending in the vertical direction that does not kink the reinforcements is allowable. Connection of reinforcements to piles or bending of reinforcements around piles shall not be allowed. Cutting of reinforcement longitudinal bars shall not be allowed to avoid conflicts with piles or utility obstructions. A structural connection (yoke) from the wall panel to the reinforcement shall be used whenever it is necessary to avoid cutting or excessive skewing of reinforcements due to pile or utility conflicts. Soil reinforcements shall be placed normal to the face of the wall, unless otherwise shown on the Plans or as directed by the Engineer. If skewing of the soil reinforcements is required due to obstructions in the reinforced fill, rotatable connections shall be used and the maximum skew angle shall not exceed 15 degrees from the normal position unless specifically addressed in design calculations that justify that the skewed reinforcements are adequate. 515.4 Method of Measurement The area to be paid for under this item shall be the number of square meters (m2) of Mechanically-Stabilized Earth (MSE) retaining walls furnished, placed and accepted. The area shall be measured on the facial area of the walls installed. The wall surface area shall include the surface area of nominal panel joint openings and wall penetrations such as pipes and other utilities. The payment will include mechanicallystabilized earth walls, backing mat, clevis connector, connector bars, fasteners, hardware cloth, reinforcing mesh, tie strips and other such materials contained with in or attached to the mechanically-stabilized earth walls.

1

515.4.1 Other Items The quantities of other Contract items which enter into the completed and accepted structure will be measured for payment in the manner prescribed for the several items involved.

ITEM

515.4.2 Select Granular Backfill/ Structural Backfill

516.1 Select Granular Backfill/Structural Backfill material, when specified in the Contract as a Pay Item shall be measured in place by the cubic meter, completed and accepted. Cross-sectional measurements shall not exceed the net dimensions shown on the Plans or as directed by the Engineer. 515.4.3 Excavation

516 — WET STONE MASONRY (COBBLE STONE) Description

he construction of wet stone masonry This item shall consist of t using cobble stone for revetment of banks, dikes, drainage, slope protection of bridge and at any other places, constructed in the prepared foundation bed, in accordance with this Specification and in conformity with the lines , grades, sections and dimensions as shown on the Plans or as ordered in writing by the Engineer.

Excavation for Mechanically-Stabilized Earth (MSE) retaining walls shall be measured and paid for as provided in Item 103, Structure Excavation.

516.2

515.4.4 Concrete

The materials for concrete and mortar grout of the wet cobble masonry shall conform to Item 405, Structural Concrete of the following type:

Concrete leveling pad/ concrete panels for mechanically-stabilized earth (MSE) retaining walls shall be measured and paid for as provided in Item 405, Structural Concrete.

Material Requirements

516.2.1 Concrete and Mortar Grout

Cap, base and partition wall concrete

210 kg/cm2 Compressive strength at 28 days

Filling concrete

100 kg/cm2 Compressive strength at 28 days

Filling mortar

One part water, two parts Portland cement and six parts sand by weight

515.4.5 Gabions Gabions for Mechanically-Stabilized Earth (MSE) retaining walls shall be measured and paid for as provided in Item 511, Gabions and Mattresses. 515.5 Basis of Payment The accepted quantities, measured as prescribed in Section 515.4 shall be paid for at the contract unit price for each particular item listed below that is included in the bill of quantities which price and payment shall be full compensation for furnishing and placing all materials, including the use of equipment and tools, labor and incidentals necessary to complete the work. Payment will be made under:

Pay item Number 515 (1) 515 (2) 515 (3)

Description Mechanically-Stabilized Earth (MSE) Retaining Walls Select Granular Backfill Structural Backfill

516.2.2

Reinforcing Steel

Reinforcing Steel shall conform to Item 710, Reinforcing Steel and Wire Rope. 516.2.3 Cobble Stone Material for cobble stone shall be classified into the following group as to size and process of manufacture:

Unit of Measurement Sq.m. Cu.m. Cu.m.

516.2.3.1 Cobble Stone, 150-300 mm Stone materials shall be those deposited in riverbed, or broken or crushed rock at the quarry site, rounded or cubiform in shape having a specific gravity of not less than 2.5, and possessing sufficient strength and durability as required for its use. The stone shall be of the weight ranging from 20 kg to 40 kg and approximately uniform in size with 150 mm to 300 mm in diameter per piece.

516.2.3.2 Cobble Stone, 100-150 mm Stone materials shall be of the same gravity as specified per above Sub-Clause 516.2.3.1 except for the weight and size which shall be 15 kg to 20 kg per piece, and approximately 100 mm to 150 mm in diameter, respectively. 516.2.4 Gravel Bedding and Filling Materials for gravel bedding and filling shall be well-graded gravel as follows:

516.3 516.3.1

Sieve Size (mm)

Percentage by Weight Passing (%)

60

100

50

70-100

25

60-90

5

35-75

2

20-50

0.425

5-25

0.075

1-7

Construction Requirements Cap, Base and Partition Wall Concrete

Concrete works such as cap, base and partition wall as called for on the Plans and/or as directed by the Engineer shall be constructed ahead of placing masonry materials and filling concrete. They shall be constructed to the line, elevation, location and dimension as shown on the Plans. 516.3.2 Cobble Stone Bedding and Filling The cobble stone bedding shall be prepared on the compacted surface of the river bank slope or other embankment and shall be sufficiently compacted by plate compactor, flat-faced tamper or other approve equipment with the bedding materials having appropriate amount of moisture to lessen the voids. The compacted gravel bedding shall have a thickness of 200 mm unless otherwise shown on the approved Plans.

444

stone filling shall be carefully placed between the wet Cobble masonry wall and backfilling as shown on the approved Plans or as directed by the Engineer. The cobble stone bedding and filling shall be placed by manual together with the graded gravel to conform with the line, location and thickness as shown on the approved Plans or as directed by the Engineer. 516.3.3 Plac

ement of Cobble Stone

cleaned and be Before placing cobble stone, the stone shall be properly moistened enough. The stone shall be so placed such that it is completely surrounded by concrete filling. Concrete filling shall be used for jointing in such a manner that it is in complete contact with the cobble stone in all joints. The stones shall be struck and thoroughly consolidated and those broken thereafter shall be removed. Placing of the stone shall not be done during prolonged or heavy rains to avoid the washing-joint of concrete from the masonry. 516.3.4

Mortar Finishing

Joints on the face of the wet cobble masonry exposed to view shall be neatly finished. The concrete in the joints of the wet cobble masonry shall first be removed to a depth of 30 mm. The joints shall be cleaned thoroughly of all loose materials with a wire brush and filled with cement mortar. The surface of the stone shall be cleaned of all excess mortar upon the completion of the activity. 516.3.5 Joint Filler and Weepholes The joint filler shall be provided at the expansion joint of the wet cobble masonry as shown on the approved Plans or as directed by the Engineer. When one piece is necessary for a joint, abutting ends shall be fastened and held securely to shape by stapling or other positive fastening. Unless otherwise specified the weepholes shall be placed at the lowest points where the outlets of water can be obtained and shall be spaced not more than three (3) meters center to center as shown on the approved Plans or as directed by the Engineer. 516.4 Method of Measurement The quantity to be paid for shall be the number of linear meters of wall in place, completed and accepted by the Engineer in accordance with the Specification and as shown on the Plans. Payment and 445

measurement of quantity will be based within the dimensions limit shown on the Plans or as determined by the Engineer.

709, aterials shall conform to the requirements of Item Paint m Standard Specifications, Volume II, Highways, Bridges Paints, DPWH and Airports.

516.5 Basis of Payment 517.3 C The

accepted

quantity

of wet stone

masonry,

determined as

provided in Section 516.4, Method of Measurement, shall be paid for at the contract unit price per linear meter for wet masonry, wherein price and payment shall be full compensation for furnishing and placing all materials, and for all labor, equipment, tools and incidentals necessary to complete the Item of work. Payment will be made under:

Pay Item Number

Description

Unit of Measurement

516

Wet Stone Masonry

Linear Meter

ITEM 517 — DRAIN PIPE 517.1 Description

onstruction Requirements

all conform with the lines and grades shown in the Pipes installed sh Plans or as established by the Engineer. Drain pipe extension, if needed shall be attached to the ends of existing drain pipes either using pipe sleeves or pipe with bell sockets. The length of the extension shall depend on the ex isting drain pipe condition and the location as shown in the Plans and shall not be lower than the required vertical clearance or as directed by the Engineer. Pipes and fittings shall be homogenous throughout and free from visible cracks, holes, foreign inclusions or other injurious defects. Pipes installed shall be as uniform as commercia lly practical in color, opacity, density and other physical properties. Fabrication of steel straps shall conform to the dimensions shown in the Plans and must be galvanized. Steel strap, unless otherwise specified, shall be coated with two shop coats of red lead paint and two field coats of paint as specified under Item 411, Paint, DPWH Standard Specifications, Volume II, Highways, Bridges and Airports.

This item shall consist of installing drain pipes, fastened with steel straps that are either bolted to pier copings or welded to steel girders in various locations of the bridge, or as indicated in accordance with this Specification and in conformity with the lines, and grades and dimensions shown in the Plans or as established by the Engineer.

Anchor bolts shall be placed as provided under Item 403, Metal Structures, DPWH Standard Specifications, Volume II, Highways, Bridges and Airports or as shown on the Plans.

517.2 Material Requirements

Welded connections shall conform to the requirements of Item 409, Welded Structural Steel, DPWH Standard Specifications, Volume II, Highways, Bridges and Airports.

Polyvinyl chloride (PVC) pipe shall meet the requirements specified in one of the following specifications: ASTM D 3034, D 2241, D 1785, D 2665, D 2680, F 789, F 679 or AASHTO M 304M (D 2729).

517.4 Method of Measurement

Galvanized iron pipe shall meet the requirements specified in one of the following specifications: ASTM A 53, AASHTO M 36 or M 218.

Drain pipe shall be measured by the linear meter for pipe of the type and size specified.

Steel strap shall meet the requirements of Item 712, Structural Metal; Item 409, Welded Structural Steel, and Item 411, Paint, DPWH Standard Specifications, Volume II, Highways, Bridges and Airports.

517.5 Basis of Payment

Anchor bolts and bolts fastener shall meet the requirement of Item 712, Structural Metal, DPWH Standard Specifications, Volume II, Highways, Bridges and Airports.

The accepted quantities, determined as provided in Section 517.4, Method of Measurement of the Pay Items in the Bill of Quantities will be paid for at the contract unit prices, which shall constitute full compensation for furnishing and placing all materials and for all labor, equipment, tools and incidentals necessary to complete the Item.

Payment will be made under:

Pay Item Number

520.2.

Description

517

Unit of Measurement

Drain Pipe

Linear Meter

ITEM 520 — HYDROSEEDING

3 Cellulose Fiber Mulch

It is manu

factured and processed from recycled paper. 15-20%

Moisture Content tter Organic Ma Water Holding Capacity pH Level Mulching Rate

99.5% 100 grams DW will hold 1,000 grams of water 5.5 to 6.0% Dry Weight (DW) of water 1850 kg/hectare

t

520.1 Description

520.2.4 Cocopea

This Item shall consist of furnishing grass seeds mixed with an airtrol geobinder, cellulose fiber mulch, cocopeat and fertilizer to form into a consistent and homogenous slurry and then sprayed evenly on the ground in accordance with this specification and in conformity with the lines, grades and dimensions shown on the plans or as established by the Engineer.

By-product of coco fiber consistin mm mesh.

g coco fiber and dust sieved in 5

520.2.5 Fertilizer Chemical/Grade/Organic Fertilizer locally produced and must be both environmental friendly and non-toxic.

520.2 Material Requirements 520.3

520.2.1 Grass Seeds The seeds to be used for vegetative cover shall be the approved seed varieties that is tested to withstand harsh weather conditions, characteristically aggressive, perennial, tropical, produce both runners and thizomes, deep-rooted, will rapidly colonize bare ground and form a dense mat of vegetation ground cover. When established will form an umbrella surface cover to dissipate rain drops impact. Environmental friendly and low maintenance.

Permanent Ground Cover Grass Seed

Centrosa 50% Calopogonium 50% 80 to 100kg/ha.

Temporary Grass Nursing Seed

White Millet — 30 kg/ha.

Seed Purity

85%

Hydroseeding shall be used on critical cut slopes and bare clay surfaces to prevent soil erosion. a) Site Preparation 1. Ground surface and cut slopes shall be graded and sloped to the approved design and obstructions shall be removed so the mixed materials are sprayed evenly forming a blanket cover to the soil surface. 2. Soil surface shall be wetted with water at least for one hour prior to application of hydroseeding. b)

Germination Adaptability

80 — 90% Average Tropical

Construction Requirements

Seeding 1. 2.

520.2.2 Geobinder Airtrol geobinder is a low cost cementitious binder, when mixed with water and mulch, sets in a predictable way to form an erosion resistant crust. The application rate for Geobinder Airtrol should be 1,500 kg/ha.

448

3.

Use the cellulose mulch material mix with a tackifier which will act as binder. Mix the cellulose fiber mulch, together with the grass seeds, fertilizer and water in the tank of a hydroseeding, machine to form into a consistent and homogenous slurry and then hydraulically sprayed to the ground. Spray the cellulose fiber mulch together with the fertilizer grass seeds which will act as an absorbent mat, holding enough moisture to allow proper germination of the grass seeds and at the same time forming a tenacious blanket

449

4.

5.

6.

cover to the soil surface even before the grass seeds germination to prevent soil erosion. Let the cementitious geobinder form a permeable crust on the soil surface which will control water, soil and wind erosion. Use the geobinder which is a non-toxic cementitious binder that safely hold the grass seeds uniformly in place, prevents surface erosion and water evaporation in the soil. The cellulose fiber mulch, which is biodegrable, will in time revert back to organic matter and assist in the vigorous establishment of the grass ground cover. Wait for the temporary grass seeds to germinate in forty eight (48) hours after spraying and in which the planting bed of the embankment shall already be 100% stabilized even before the establishment of the permanent ground cover grass seeds.

520.4 Maintenance The entire hydroseeded area shall be grown-in and maintained for sixty (60) to ninety (90) calendar days from date of the hydroseeding completion. Client shall provide continuous watering after the grown-in period. All areas applied with hydroseeding shall be trimmed. 520.5 Equipment To Be Used (1-5 Hectare Area) 1 Unit — Hydroseeding Machine 1 Unit — Truck for Materials Support 1 Lot — Various Hydroseeding Hoses and Accessories 1 Unit — Water Tank for Watering Machine 520.6

Delivery, Storage and Handling

Store the seed in such a manner that it will be prevented from wetting and deterioration of the seed. 520.7

Method of Measurement

Hydroseeding shall be measured by the square meter and the quantity to be measured for payment shall be the actual area in square meters of area on which the hydroseeding has been placed in accordance with this specification and within the limits of construction as designated on the Plans or as ordered by the Engineer. 520.8

Basis of Payment

The quantity as determined in Section 520.7, Method o Measurement, shall be paid for at Contract unit price per square meter

f

for Hydroseeding which price and payment shall be full compensation for preparing the ground area, for furnishing and placing all the materials required, and for all labor, equipment, tools and incidentals necessary to complete the Item. Payment will be made under:

Pay Item No.

Description

Unit of Measurement

520

Hydroseeding

Square Meter

PART H — MISCELLANEOUS STRUCTURES ITEM 600 — CURB AND GUTTER 600.1 Description This Item shall consist of the construction of curb and gutter either Precast or Cast in place, made of concrete in accordance with this Specification at the location, and in conformity with the lines, grades, dimensions and design, shown on the Plans or as required by the Engineer. 600.2 Material Requirements 600.2.1 Material for Bed Course Bed course materials as shown on the Plans shall consist of cinders, sand, slag, gravel, crushed stone, or other approved porous material of such grading that all the particles will pass through 12.5 mm sieve. 600.2.2 Concrete Concrete shall be of the class indicated on the Plans and shall conform to the requirements of Item 405, Structural Concrete. 600.2.3 Expansion Joint Filler

ven surface. All soft and unsuitable material shall be removed and replaced with suitable material.

and e

Bed course material shall be placed and compacted to form a bed of the required thickness as shown on the Plans. 600.3.2 C

ast in Place Curb and Gutter

600.3.2.1 Placing Forms shall conform to the requirements of Item be of an approved section. Structures. Metal forms shall

407, Concrete

Forms to hold the concrete shall be built and set-in-place as described in Item 407, Concrete Structures. Forms for at least 50 m of curb and gutter shall be in-place and checked for alignment and grade before concrete is placed. Curbs and gutters constructed on curves shall have forms of either wood or metal and they shall be accurately shaped to the curvature shown on the Plans. Mixing, placing, finishing and curing of concrete shall conform to the requirements of Item 405, Structural Concrete, as modified by the requirements below. The concrete shall be placed in the forms in layers of 100 or 125 mm each, and to the depth required. It shall be tamped and spaded until mortar entirely covers the top and surfaces of the forms. The top of the concrete shall be finished to a smooth and even surface and the edges rounded to the radii shown on the Plans. Before the concrete is

Expansion joint filler shall conform to the requirements of AASHTO M 153/ Item 705.

given the final finishing, the surface of the gutter shall be tested with a

600.2.4 Cement Mortar

3-m straight-edge and any irregularities of more than 10 mm in 3 m shall be corrected.

Cement mortar shall consist of one part of portland cement and two parts of fine aggregates with water added as necessary to obtain the required consistency. The mortar shall be used within 30 minutes of preparation. 600.2.5 Bonding Compound Where bonding compound is used, it shall conform to AASHTO M 200. 600.3 600.3.1

Construction Requirements Bedding

Excavation shall be made to the required depth and the base upon which the curb and/or gutter is to be set shall be compacted to a firm

The curb and gutter shall be constructed in uniform sections of not more than 50 m in length except where shorter sections are required to coincide with the location of weakened planes or contraction joints of the concrete pavement, or for closures, but no section shall be less than 2 m long. The sections shall be separated by sheet templates set perpendicular to the face and top of the curb and gutter. The templates shall be approximately 5 mm in thickness and of the same width as that of the curb and/or gutter and not less than 50 mm deeper than the depth of the curb and/or gutter. Templates shall be set carefully and held firmly during the placing of the concrete and shall remain in place until the concrete has set sufficiently to hold its shape but shall be removed while the forms are still in place. A preformed joint filler approved by the Engineer may be used in lieu of the sheet template mentioned above. In this event the fiber board shall be pre-cut to the shape of the curb so that its outer edge will be flushed with the abutting curb and/or gutter.

Expansion joints shall be formed at intervals shown on the Plans. Where a curb is placed next to a concrete pavement, expansion joints in the curb shall be located opposite expansion joints in the pavement. The form shall be removed within 24 hours after the concrete has been placed. Minor defects shall be repaired with mortar containing one part of portland cement and two parts of fine aggregate. Plastering shall not be permitted and all rejected portions shall be removed and replaced at the Contractor's expense. The exposed surface shall be finished while the concrete is still fresh by rubbing the surfaces with a wetted soft brick or wood until they are smooth. The surfaces shall be wetted thoroughly, either by dipping the brick or wood in water, or by throwing water on the surfaces with a brush. After the concrete has been rubbed smooth using water, it shall then be rubbed with a thin grout containing one part of portland cement and one part of fine aggregates. Rubbing with grout shall continue until uniform color is produced. When completed, the concrete shall be covered with suitable material and kept moist for a period of 3 days, or a membrane-forming material may be applied as provided in Item 405, Structural Concrete. The concrete shall be suitably protected from the weather until thoroughly hardened. After the concrete has set sufficiently, the spaces on the back of the curb which were excavated for placing the curb shall be refilled to the required elevation with suitable material which shall be tamped in layers of not more than 150 mm until consolidated.

ntractor's expense. The exposed surface shall be finished by the Co rubbing the urfaces with a wetted soft brick or wood until they are s smooth . The surfaces shall be wetted thoroughly, either by dipping the brick or wood in water, or by throwing water on the surfaces with a fter the concrete has been rubbed smooth using water, it shall brush. A then be rubbed with a thin grout containing one part of portland cement and one part of fine aggregate. Rubbing with grout shall continue until uniform color is produced. 600.3.3.2 Hand ling Precast Curb and Gutter 1.

In preparation for the handling of precast curb and gutter, all fabricated curb and gutter of one (1) meter in length shall be provided or inserted with 2 (25 mm) 0 PVC pipes for fitting at their required locations. The PVC pipes shall be placed 25 mm from both edge during the plastic state of fresh concrete.

2.

Precast curb and gutter shall be lifted on upright position and not at the points of support and shall be the same during transporting and storage.

3.

Extreme care shall be exercised in handling and moving precast curb and gutter to avoid cracking.

4.

No precast curb and gutter shall be used that does not reach its final position in the forms with the required time stipulated prior to installation.

5.

Precast curb and gutter shall be transferred to the construction site. Fresh curb and gutter shall not be placed against in-situ concrete which has been in a position for more than 30 minutes.

6.

Precast curb and gutter may only be transported to the delivery point in truck agitators or truck mixer operating at the speed designated by the manufacturer of the equipment, provided that the consistency and workability of the mix concrete upon discharge at the delivery point is suitable for adequate placement.

600.3.3 Precast Curb and Gutter 600.3.3.1 Placing The precast concrete curb and gutter shall be set in 20 mm of cement mortar as specified in Subsection 600.2.4 to the line level and grade as shown on the approved Plans. The precast curb shall not be more than 20 cm in width at the top portion and not be more than 25 cm at the base. The precast curb and gutter shall be 1.0 m in length and shall be put side by side consecutively with joint in between. Joints between consecutive curb and gutter shall be filled with cement mortar to the full section of the curb and gutter. Expansion joints shall be formed at intervals shown on the Plans. Where a curb and gutter is placed next to a concrete pavement, expansion joints in the curb and gutter shall be located opposite expansion joints in the pavement. Minor defects shall be repaired with mortar containing one part of portland cement and two parts of fine aggregates. Plastering shall not be permitted and all rejected portions shall be removed and replaced at 454

600.4

Method of Measurement

The length of curb and gutter to be paid for shall be the. number of linear meters of curb and gutter (cast in place) or the number of pieces of precast curb and gutter of the required dimensions shown on the Plans measured along its front face in-place, completed and accepted. No deductions shall be made for flattening of curbs at entrances and no additional allowances shall be made for curbs and gutters constructed on curves. 455

601.2. 600.5 Basis of Payment

The length of curb and gutter determined in Subsection 600.4, Method of Measurement, shall be paid for at the contract unit price per linear meter for curb and gutter which price and payment shall constitute full compensation for furnishing and placing all materials for concrete, reinforcing steel if required on the Plans, expansion joint materials, forms for drainage openings, excavation for curb and gutter, backfilling, dumping and disposal of surplus materials, and for all labor, equipment, tools and incidentals necessary to complete the Item.

3 Expansion Joint Filler

herwise ordered, the preformed joint filler shall have a Unless ot thickness of 5 m and shall conform to the requirements of Item 311, m Portland Cement Concrete Pavement. orms 601.2.4 F of wood or metal as approved by the Engineer and Forms shall be shall extend to the full depth of the concrete. All forms shall be straight, free from warps and of adequate strength to resist distortion. 601.2.5 Bed C

ourse Material

Payment will be made under:

Pay Item Number

Description

Unit of Measurement

600 (1) 600 (2) 600 (3) 600 (4) 600 (5) 600 (6)

Concrete Curb (Cast in place) Concrete Gutter (Cast in place) Curb and Gutter (Cast in place) Concrete Curb (Precast) Concrete Gutter (Precast) Curb & Gutter (Precast)

Linear Meter Linear Meter Linear Meter Piece Piece Piece

Bed course material consists of cinders , sand, slag, gravel, crushed permeable granular material of such grading stone or other approved that all particles shall pass a 12.5 mm (1/2 inch) sieve. 601.2.6 Asphaltic Prime Coat Prime coat shall be cut-back asphalt conforming to the requirements of Item 301, Bituminous Prime Coat. 601.3 Construction Requirements 601.3.1

Asphalt Sidewalk

ITEM 601 — SIDEWALK 601.1

Description

This Item shall consist of the construction of asphalt or portland cement concrete sidewalk in accordance with this Specification and to the lines, grades, levels and dimensions shown on the Plans, or as required by the Engineer. 601.2

Excavation shall be made to the depth and width required that will permit the installation and bracing of the forms. The foundation shall be shaped and compacted to a firm and even surface conforming to the section shown on the Plans. All materials from soft areas shall be removed and replaced with suitable materials. The bed course shall be compacted in layers not exceeding mm to the depths, lines and levels shown on the Plans.

100

Material Requirements The prepared bed course material shall receive an application of prime coat in accordance with the requirements of Item 301, Bituminous Prime Coat.

601.2.1 Portland Cement Concrete The cement concrete shall be Class A as specified in Item Structural Concrete.

405,

601.2.2 Asphalt Asphaltic material shall be as specified in Item 308, Bituminous Plant-Mix Surface Course, Cold-Laid, or Item 310, Bituminous Concrete Surface Course, Hot-Laid.

The asphalt mixture shall be placed on the previously primed and prepared bed only when, in the opinion of the Engineer, the bed is sufficiently dry and weather conditions are suitable. The mixture shall be placed in one or more layers of uniform thickness to the total depth shown on the Plans. Each layer shall be smoothed by raking or screeding and shall be thoroughly compacted by rolling with a hand operated roller of a type satisfactory to the Engineer. After compaction, the surfacing shall be of the thickness and section shown on the Plans and shall be smooth, even and of a dense uniform texture. Forms, if

used, shall be removed and the shoulders shaped and compacted to the required section. 601.3.2

Cement Concrete Sidewalk ITEM 6

Excavation shall be as specified above. The bed course material shall be placed in accordance with the Item 200, Aggregate Subbase Course. All forms shall be staked securely in position at the correct line and level. Preformed joint filler shall be set in position shown on the Plans before placing of the concrete is started. The top of the joint filler shall be placed 5 mm below the top surface of the finished sidewalk. The mixing, placing, finishing and curing of concrete shall be as specified in Item 405, Structural Concrete. The portland cement concrete shall be placed to the total depth shown on the Plans. The surface shall be cut through to a depth of 10 mm with a trowel at intervals of 1 m or, were required, in straight lines perpendicular to the edge of sidewalk. The surface shall then be brushed. The edges of the sidewalk and the transverse cuts shall be shaped with a suitable tool so formed as to round the edges to a radius of 15 mm. 601.4 Method of Measurement The area to be paid for shall be the number of square meters of sidewalk measured, completed in-place and accepted.

602.1

02 — MONUMENTS, MARKERS AND GUIDE POSTS Description

of right-of-way monuments, maintenance This Item shall consist marker posts, kilometer posts and/or guide posts, furnished and installed in accordance with this Specification at the locations, and in conformity w ith the sizes, dimensions and design, shown on the Plans, or as required by the Engineer. 602.2

Material Requirements

on the Plans and shall be Concrete shall be the class designated 405, composed of materials conforming to the requirements of Item Structural Concrete. Reinforcing steel shall conform to the requirements of Item Reinforcing Steel.

404,

Timber shall be of the species and grade shown on the Plans. Treated timber, if required, shall conform to the requirements of Item 410, Treated and Untreated Timber. The metal material shall conform to the requirements shown on the Plans, or as stipulated in the Special Provisions.

601.5 Basis of Payment The quantity as determined in Subsection 601.4, Method of Measurement, shall be paid for all the contract unit price per square meter for Sidewalk which price and payment shall constitute full compensation for furnishing and placing all materials for asphalt sidewalk, concrete sidewalk, expansion joint material, for excavating and compacting the foundation bed, for furnishing and placing cinders, gravel or other permeable bed course material, for prime coat material, for forms, and for all labor, equipment, tools and incidentals necessary to complete the Item. Payment will be made under:

Pay Item No.

601

Description

Unit of Measurement

Sidewalk

Square Meter

Paints, if required, shall conform to the requirements shown on the Plans, or as stipulated in the Special Provisions. Warning reflectors, if required, shall conform to the requirements shown on the Plans, or as stipulated in the Special Provisions. 602.3 Construction Requirements monuments and posts Construction or fabrication and installation of shall be as shown on the Plans or in the Special Provisions and shall include the attaching of warning reflectors and the painting of posts, if required. Each monument and post shall be set accu rately at the required location and elevation and in such manner as to insure its being held firmly in place. In constructing precast monuments, the forms shall not be removed until after the concrete has hardened. Monuments that are warped shall be rejected. The exposed surface of the finished monuments shall be uniform, of even texture, and shall be free from holes, cracks and chipped edges. The precast monuments shall not be transported to the work until the concrete has been cured.

602.4 Method of Measurement The quantities to be paid for shall be the actual number of right-ofway maintenance marker posts, kilometer posts and/or guidemonuments, posts furnished, placed and accepted.

herwise indicated in the Plans or Special 4. Timber rail, unless ot Provisions, any of the following first group of Philippine Timber shall be used: Ipil, Molave, Tindalo or Yacal. Only one specie of timber shall be used in the construction of any one continuous length of guardrail. easoned, straight and free of Timber guardrail shall be well-s injurious defects. They shall be dressed and of sufficient length so that joints shall be on the rail posts.

602.5 Basis of Payment The quantities determined as provided in Subsection 602.4, Method of Measurement, shall be paid for at the contract price per unit of measurement respectively, for each of the particular Pay Item listed below and as shown in the Bid Schedule, which price and payment shall constitute full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.

Guardrail Hardware. Offset brackets of the resilient and nonresilient types shall be of the type specified, or as shown on the Plans, and shall meet the strength requirements specified. e type and design Splices and end connections shall be of th specified or as shown on the Plans, and shall be of such strength as to develop the full design strength of the rail elements.

Payment will be made under:

Pay Item Number

Description

Unit of Measurement\

602 (1) 602 (2) 602 (3) 602 (4)

Right-of-Way monuments Maintenance marker posts Kilometer posts Guide posts

Each Each Each Each

(When more than one design is specified for any of the pay items, their respective dimensions, material types or other means of identification shall be inserted in parenthesis immediately after the name of the pay item, and letter suffixes shall be included within the parenthesis of the pay item numbers) ITEM 603 — GUARDRAIL 603.1

Description

This item shall consist of furnishing and constructing posts and guardrails of the types called for in the contract and in accordance with this Specification, at the locations, and in conformity with the lines and grades shown on the Plans, or as required by the Engineer. 603.2 Material Requirements Materials for the desired type of guardrail shall meet the requirements specified in the following specifications: 1. Wire rope or wire cable 2. Chain link fabric 3. Metal beam rail

AASHTO M 30 AASHTO M 181 AASHTO M 180

Unless otherwise specified, all fittings, bolts, washers and other accessories shall be galvanized in accordance with the requirements of AASHTO M 111 or ASTM A 153, whichever may apply. All galvanizing shall be done after fabrication. Guardrail Post. Posts shall be of either wood, steel, or concrete, as may be specified. Only one kind of post sha ll be used for any one continuous guardrail. Wood post shall be fabricated from an approved or specified timber specie and shall be of the quality, diameter or section and length as specified, or as shown on the Plans. Steel post shall be of the section and length as specified, or as shown on the Plans. They shall be of a copper bearing steel when so specified. Steel shall conform to the requirements of AASHTO M 183 for the grade specified. The posts shall be galvanized or shop painted as may be specified. Pre-cast reinforced concrete posts shall be of a section and length as specified or as shown on the Plans. Concrete shall conform with the requirements of Item 405, Structural Concrete, for class spec ified. Reinforcement shall conform with the requirements of AASHTO M 31 Grade 60. All bars shall be of the deformed type. Concrete deadmen for end anchorages shall be as specified, or as shown on the Plans. Concrete and reinforcement shall conform to the requirements as stated above the precast reinforced concrete posts. Paints for steel and wood shall be specified and conform to the requirements specified in Item 411, Paint.

603.3

Construction Requirements

the color indicated on the Plans, or as specified. Painting shall paints of conform to the requirements of Item 411, Paint.

603.3.1 Posts 603.4 M Posts shall be set vertically in the position shown on the Plans and where embedded in a concrete foundation block, shall remain undisturbed for a minimum of 48 hours. The space around the post shall be backfilled to the ground line with approved material in layers not exceeding 100 mm and each layer shall be moistened and thoroughly compacted. 603.3.2 Rail Elements Rail elements shall be erected in a manner resulting in a smooth continuous installation. All bolts, except adjustment bolts, shall be drawn tight. Bolts shall be of sufficient length to extend beyond the nuts at least 5 mm but not more than 10 mm. Where painting of railing components is specified, any damage to the shop coat of paint shall be corrected by an application of an approved rust-inhibitive primer prior to further painting. Any surface inaccessible to painting after erection shall be given the specified number of coats of paint uniformly applied by thorough brushing using an approved pressure spray. Galvanized surfaces which have been abraded so that the base material is exposed, threaded portions of all fittings and fasteners and cut ends of bolts shall be protected in a manner as may be specified or directed.

ethod of Measurement

d by linear meter from center to center Guardrail shall be measure of end posts, except where end connections are made on masonry or steel structu res, in which case measurement will be to the face of such structures. End anchorages and terminal sections will be measured as units of each kind shown in Bid Schedule. f no pay item for anchorages or I terminal sections appear in the Bid Schedule, measurement therefore shall be included in the linear meter measurement for completed guardrail. 603.5 Basis of Payment determined in Section 603.4, The accepted quantities of guardrail, Method of Measurement, shall be paid for at the contract unit price per linear meter for the type specified, complete in place, which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete the Item. When so specified, end anchorages and terminal sections will be paid for at the contract unit price for each of the kind specified and completed in place. Payment will be made under: Unit of

The surfaces and sawed edges of untreated or salt-treated guardrail shall be painted with three coats of white paint to within 200 mm of the ground line. The first 200 mm of posts above the ground shall be painted with two coats of black paint. Painting shall be done only when the timber is dry and clean. Each coat of paint shall be thoroughly dry before the next coat is applied. Paint shall be applied in heavy coats, completely covering every part of the surface and shall be worked well into the joints and open spaces. It shall be thoroughly and evenly spread that no excess paint collects at any point. Guardrail and posts, after erection has been completed, shall be stained with two applications of approved creosote stain, covering the rails and the exposed portions of the posts. The wood shall be dry before being stained. The first coat shall be thoroughly dry before the second is applied. Stain shall not be applied during damp weather. For beam type guardrails, metal works not galvanized shall be given one shop coat of red lead, zinc chromate paint or an approved fast-drying rust-inhibitive primer and two field coats of white or aluminum paint. Untreated wood posts shall be given three coats of

Pay Item No.

Description Measurement

603 (1) 603 (2) 603 (3a) 603 (3b) 603 (4)

Guardrail (Wire rope or Wire cable) Cable Guardrail (Chain Link Fabric Metal Guardrail (Metal Beam) Including Post Metal Beam End Piece Guardrail (Timber)

Linear Meter Linear Meter Linear Meter Each Linear Meter

ITEM 604 - FENCING 604.1

Description

and constructing posts and This Item shall consist of furnishing barbed wire or chain link fences in accordance with the details, and at the locations, shown on the Plans, or as required by the Engineer.

604.2 Material Requirements 604.2.1 Barbed Wire Barbed wire shall conform to the requirements of ASTM A 121, Class I. The barbed wire shall consist of 2 strands of 12.5 gauge wire, twisted with 2 points, 14 gauge barbs spaced 100 mm apart.

ost 604.3 .1 Erection P hall be erected vertically in position inside the formwork Thefoundation post s of the block prior to the placing of concrete and shall be adequately supported by bracing to prevent movement of the post during the placing and setting of the concrete. The posts shall be erected to the height and location shown on the Plans, or as ordered by the Engineer.

604.2.2 Chain Link Fence Fabric 604.3.2 Insta llation of Chain Link Fence fabric Chain link fence fabric shall be fabricated from 10 gauge galvanized wire conforming to AASHTO M 181 and shall be of the type shown on the Plans. Before ordering the chain link fence fabric, the Contractor shall submit a sample of the material to the Engineer for testing and for approval. 604.2.3 Concrete Post Concrete posts shall be made of Class A concrete in accordance with Item 405, Structural Concrete. The posts shall be cast to a tapered section 3 m long, or to the length shown on the detailed Plans, and shall have a smooth surface finish.

and elevation, and The chain link fence fabric shall be set to line pulled taut between each post before spot welding or other method of fixing, is carried out . Where splicing of the fence fabric is necessary, or at joints, the lapping of the chain link fence fabric shall be for a minimum of 100 mm and shall occur only at the post. No horizontal splicing will be permitted. The fence fabric shall be fixed to the posts as shown on the Plans. Any surface protective layer damaged during welding and/or construction shall be restored properly. 604.4 Method of Measurement

604.2.4 Steel Post

meters The quantity to be paid for shall be the number of linear measured center to center of posts of fencing erected in place and accepted.

Steel posts shall be of the sections and length as specified or as shown on the Plans. The posts shall be copper bearing steel and shall conform to the requirements of AASHTO M 183 for the grade specified.

604.5 Basis of Payment

604.2.5 Steel Reinforcement Steel reinforcement for concrete posts shall be deformed steel bars conforming to the provisions of Item 404, Reinforcing Steel. 604.2.6 Hardwares Nuts, bolts, washers and other associated hardware shall be galvanized after fabrication as specified in ASTM A 153. 604.3

The quantity, as determined in Section 604.4, Method of er unit of Measurement, shall be paid for at the contract price p measurement respectively for each of the particular items listed below and as shown in the Bid Schedule, which price and payment shall be full compensation for furnishing and placing all materials and for all labor, equipment, tools and incidentals necessary to complete the Item. Payment will be made under:

Pay Item No.

Description

Unit of Measurement

Construction Requirements

The Contractor shall perform such clearing and grubbing as may be necessary to construct the fence to the required grade and alignment. Fence shall generally follow the contour of the ground. Grading shall be performed where necessary to provide a neat appearance. Gates shall be constructed as shown on the Plans

604 (1) 604 (2) 604 (3) 604 (4)

Fencing (Barbed wire) Fencing (Chain Link Fence Fabric) Fencing (Posts) Fencing (Gates)

Linear Meter Linear Meter Each Each

ITEM 605 — ROAD SIGN 605.1

Table 605.1

Description

Color

— Reflective Brightness of Traffic Signs Surfaces Angle of Incidence

Angle of Divergence

Minimum Reflective Brightness Value Compared with MgO

-4°

0.5° 0.5° 0.5° 0.5° 0.5°

15.0 10.0 3.0 75.0 70.0 70.0

This Item shall consist of furnishing and installing road signs in accordance with this Specification and to the details shown on the Plans, or as required by the Engineer. The road signs shall comply in all respects with the DPWH Highway Safety Design Standards Part 2: Road Signs and Pavement Marking Manual (February 2004) published by the DPWH. The categories of road signs are designated in the Manual, namely, danger warning signs, regulatory signs and informative signs, or guide signs. These are referred to in the Contract as warning signs and informatory signs, respectively. Road signs shall be classified as standard or non-standard. Standard signs consist of all warning signs, regulatory signs and informatory signs with the exception of direction signs, place identification signs and the line. Non-standard signs consist of all informatory signs which are not classified as standard signs. The size of warning and regulatory signs is the length of the side of triangular signs (measured from the points of intersection of the extension of the edges), the horizontal width of octagonal signs and the diameter of circular signs. 605.2

Red White

Yellow Blue

20° 50° -4° 20° 50° -4°

0.5° 0.5° 0.5° 0.5° 0.5° 0.5° 0.5°

20° 50° -4° 20° 50°

35.0 35.0 10.0 6.0 4.5 0.5

be sufficiently flexible to permit The reflective sheeting shall application and adhesion to a moderately embossed surface. It shall show no damage when bent 90° over a 50 mm diameter mandrel. The sheeting shall be solvent-resistant so as to be capable of l, diesel fuel, mineral spirits, turpentine withstanding cleaning with petro methanol.

Material Requirements

cking or reduction in reflectivity after The sheeting shall show no cra 25 mm diameter steel ball from a being subjected to the dropping of a

605.2.1 Sign Panels Sign panels for warning, regulatory, and informatory signs shall be manufactured from aluminum sheeting at least 3 mm thick.

height of 2 m into its surface. the reflective sheeting to adhere The adhesive shall permit accurately 48 hours after application of temperatures of up to 90°.

605.2.2 Reflective Sheeting The reflective sheeting used on the road signs shall consist of spherical lens elements embedded within a transparent plastic having a smooth, flat surface with a protected precoat adhesive which shall be pressure sensitive for manual application, or tack free heat activated for mechanical vacuum-heat application. The minimum reflective brightness values of the reflective sheeting as compared to a magnesium oxide (MgO) shall be as given in Table 605.1. The brightness of the reflective sheeting totally wet by rain, shall be not less than 90% of the given values.

466

The reflective material sha ll be weather-resistant and, following cleaning in accordance with manufacturer's recommendations, shall show no discoloration, cracking, blistering, peeling or any dimens ional change. Samples of reflective sheeting shall be submitted to the Engineer for approval. 605.2.3 Posts and Frames fabricated from structural Wide flange posts and frames shall be steel conforming to ASTM A 283 Grade D. In lieu of wide flange steel posts, the Contractor may use tubular stee l posts conforming to ASTM A 501. All posts shall be thoroughly cleaned, free from grease, scale 467

and rust and shall be given one coat of rust-inhibiting priming paint and two coats of gray paint in accordance with Item 411, Paint. 605.2.4 Nuts and Bolts Nuts, bolts, washers and other metal parts shall be hot-dip galvanized after fabrication in accordance with the requirements of AASHTO M 111.

605.4

Method of Measuremen

t

f standard reflective warning and regulatory road The quantities o signs shall be the number of such signs of the size specified, including the necessary posts and supports erected and accepted. The quantities for standard reflective informatory signs and nonstandard reflective informatory signs shall be the number of such, including the necessary posts and supports, erected and accepted.

605.2.5 Concrete Foundation Blocks 605.5 The concrete for the foundation blocks shall be Class A in accordance with Item 405, Structural Concrete and shall be of the size shown on the Plans. 605.3

Construction Requirements

605.3.1 Excavation and Backfilling Holes shall be excavated to the required depth to the bottom of the concrete foundation as shown on the Plans. Backfilling shall be carried out by using suitable material approved by the Engineer and shall be compacted in layers not exceeding 150 mm in depth. Surplus excavated material shall be disposed of by the Contractor as directed by the Engineer.

Basis of Payment

determined in Section 605.4, Method The quantities measured as of Measurement, shall be paid for at the contract unit price for the Pay Items shown in the Bid Schedule which price and payment shall be full compensation for furnishing and installing road signs, for excavation, ion of foundation blocks, nd a a ll labor, backfilling and construct ntals necessary to complete the Item. equipment, tools and incide Payment will be made under:

Pay Item No.

Description

Unit of Measurement

605 (1) 605 (2) 605 (3)

Warning Signs Regulatory Signs Informatory Signs

Each Each Each

605.3.2 Erection of Posts ITEM 606 — PAVEMENT MARKIN The posts shall be erected vertically in position inside the formwork of the foundation block prior to the placing of the concrete and shall be adequately supported by bracing to prevent movement of the post during the placing and setting of concrete. The posts shall be located at the positions shown on the Plans. 605.3.3 Sign Panel Installation Sign panels shall be installed in accordance with the details shown on the Plans. Any chipping or bending of the sign panels shall be considered as sufficient cause to require replacement of the panels at the Contractor's expense. The exposed portion of the fastening hardware on the face of the signs shall be painted with enamels matching the background color. All newly erected traffic road signs shall be covered until ordered removed by the Engineer.

606.1

GS

Description

hed This item shall consist of p lacing markings on the finis pavement. The work shall include he furnishing of premixed t reflectorized traffic paint or reflectorized avement marking paint p conforming to the requirements of AASHTO M 248, whichever is called for in the Contract, sampling and packing , preparing the surface, and applying the paint to the pavement surface, all in accordance with this Specification. The paint shall be applied to the size, shape and location of the markings shown on the Plans, or as required by the Engineer. 606.2

Premixed Reflectorized Traffic Pai

nts

is a paint in which the glass Premixed reflectorized traffic paint beads are mixed in the paint during the process of manufacture, so that upon application and drying, the paint line is capable of retroreflection of the light beams.

Table 2 — Composition Req

Premixed reflectorized traffic paints which are available in both white and yellow are paints that provide reflective marking for concrete, bituminous, bricks or stone surface of highways, bridges, tunnels, streets, parking lots and airports.

Requirements Paint C

606.2.1 Classification

uirements

omposition Type I

Type II

Minimum Maximum Minimum Maximum Premixed reflectorized traffic paint shall be classified according to the following types based on the vehicles used:

Total Dry Solids, percent by weight

60

-

60

Titanium D ioxide, Rutile percent by weight

16

-

16

606.2.2 Material Requirements

Medium Chrome Yellow, percent by weight

12

-

12

-

The paint shall consist of pigments, vehicles and glass beads so combined as to produce a paint that will conform to the following requirements.

Extenders, percent by wt., White Yellow

-

13 17

-

13 17

Non-volatile Content (based on the vehicle) percent by weight

40

-

41

-

Glass Beads, percent by Weight

31

35

31

35

Type I — Alkyd Type II — Chlorinated Rubber Alkyd

Condition in container — The packaged material shall be free from lumps and mixed readily to a smooth homogenous state. b. Skinning — The packaged material shall not skin within 48 a.

hours in a 3/4 filled, tightly closed container. Appearance of Dried Film — The paint film shall dry to a smooth uniform finish. d. Flexibility — The dried paint film shall not show cracking or flaking after being bent about 180 degrees over a 12.7 mm mandrel. e. Resistance to Water — The dried paint film shall not show c.

f.

blistering, peeling, wrinkling and discoloration when immersed in water for 18 hours. The paint shall also conform to the physical properties specified in Table 1. Table 1 — Physical Properties

Properties

Specific Gravity Drying Time, No Pick Up, Minutes Consistency (Kreb Units) at 20 C g.

h.

Glass Spheres or Beads Requirements: Quantity:

Minimum 1.5

Maximum -

65

40 95

The percentage of beads that will pass through the Standard Sieves shall be as follows:

(um)

Mass Percent Passing 100

70 (212— um) — 0.850 80 (186— um) — 0.600

85-100

140 (106— um) — 0.300

15-55

230

Premixed reflectorized traffic paint composition shall conform to the requirements given in Table 2.

s to be mixed with the The amount of glass bead paint shall be 500 grams per liter of paint.

Beads Diameter:

Sieve No.

Type I and Type II

-

( 63— um) — 0.150

0-10

Index of Refraction: The index of refraction of the beads shall be within the range of 1.50 to 1.60 when tested by the liquid immersion method at 29°C. Appearance: The glass beads shall be transpa rent, colorless and the sum of particles that are fused, plane, angular

and colored and contains bubble shall not exceed 20 percent. 606.3 606.2.3 Construction Requirements The painting of lane markers and traffic strips shall include the cleaning of the pavement surfaces; the application, protection and drying of the paint coatings; the protection of pedestrians, vehicular or other traffic; the protection of all parts of the road structure and its appurtenances against disfigurement by spatters, splashes or smirches of paints or of paint materials; and the supplying of all tools, labor and traffic paint necessary for the entire work. The paint shall not be applied during rain or wet weather or when the air is misty, or when in the opinion of the Engineer, conditions are unfavorable for the work. Paint shall not be applied upon damp pavement surfaces, or upon pavement which has absorbed heat sufficient to cause the paint to blister and produce a porous film of paint. The application of paint shall preferably be carried out by a machine specially made for this purpose but where brushes are used, only round or oval brushes not exceeding 100 mm in width will be permitted. The paint shall be applied so as to produce a uniform, even coating in close contact with the surface being painted.

Method of Measurement

ement markings to be paid for shall either be the The quantity of pav length as shown on the Plans of painted traffic line of the stated width or the area as shown on the plans of symbols, lettering, hatchings, and the like, completed and accepted. eparate items shall be provided for S premixed reflectorized traffic paint and reflectorized thermoplastic pavement mark ings. 606.4 Basis of Pay

ment

ection 606.3, Method The quantities measured as determined in S of Measurement, sha ll be paid for at the appropriate contract unit price for the Pay Items shown in the Bid Schedule which price and payment shall constitute full compensation for furnishing and placing all materials, sampling and packing, for the preparation of the surface, and for all labor, equipment, tools and incidentals necessary to complete the Item. Payment will be made under: Unit of Pay Item No.

Description

606 (1)

Pavement markings (Premixed Reflectorized) Pavement markings (Reflectorized Thermoplastic)

Traffic paint shall be applied to the pavement at the rate of 0.33

L /m2 and shall dry sufficiently to be free from cracking in from 15 to 30 minutes.

606 (2) All markings shall present a clean cut, uniform and workmanlike appearance. Markings that fail to have a uniform, satisfactory appearance either by day or night, shall be corrected by the Contractor in a manner acceptable to the Engineer and at no cost to the Government.

The paint shall be sampled in accordance with PNS 484/ISO 1512 or other Philippine Standard Method of Sampling Paints and Varnishes.

Square Meter Square Meter

ITEM 607 — REFLECTIVE PAVEMENT STUDS 607.1

606.2.4 Sampling

Measurement

Description

nstalling reflective This Item shall consist of furnishing and i pavement studs on the surface of the pavement in accordance with this Specification and at the locations shown on the Plans, or as required by the Engineer.

606.2.5 Test Methods 607.2 Material Requirements The paints shall be tested in accordance with the methods specified in PNS 461 or other Philippine Standard Method of Tests for Paints and Varnishes. 606.2.6 Packing, Packaging and Marking

607.2.1 Reflective Studs Reflective studs shall be either the "Flush Surface" Profile" type having the following characteristics.

or "Raised

The paints shall be packed, packaged and marked in accordance with PNS 140.

The "Flush Surface" reflector shall be the short base type having a maximum base area of 180 mm x 140 mm. The base shall be formed in cast-iron with adequate webbing to insure a firm key to the road when

472

473

installed. The pad shall be highly resilient and durable, rubber reinforced with canvass, and shall have a design life of at least 5 years. The pad shall be designed so as to produce a self-wiping action of the reflectors when depressed. The reflectors shall be made of impact and abrasion-resisting glass, and shall be hermetically sealed into a copper socket.

607.2.

2 Adhesive

ised Profile" type reflectors are specified, an approved When "Ra epoxy adhesive shall be used. two-part 607.2.3 C

The "Raised Profile" reflectors shall consist of an acrylic plastic shell filled with an adherent epoxy compound molded from methyl methacyclate into the shape of a shallow frustrum of a pyramid with base dimensions approximately 100 mm x 100 mm and thickness of not more than 20 mm. The shell shall contain two prismatic reflectors each inclined at an angle of 30° to the horizontal and having an area not less than 20 cm2. The reflectors shall attain the following standards for their photometric and physical properties: a)

The reflectors shall have the minimum specific intensity values expressed as candle power per foot-candle of illumination at the reflector on a plane perpendicular to the incident light shown in Table 607.1. Table 607.1 — Raised Profile Pavement Studs: Photometric Properties

Color Divergence Angle Incidence Angle 0° 20°

Specific Intensity Values Crystal Yellow 0.2° 0.2° 3.00 0.72

1.20 0.75

Red 2° 1.80 0.30

Each reflector for testing shall be located with the center of the reflecting face at a diameter of 1.5 m from a uniformly bright light source having an effective diameter of 5 mm. The width of the photocell shall be 1.2 mm and shall be shielded from stray light. The distance from the centers of the light source and photocell shall be 5 mm. Failure of more than 4% of the reflective faces shall be a cause for rejection of the complete batch. The reflectors shall support a vertical load of kgf(10kN) when tested in the following manner. A reflector shall be centered horizontally over the open end of a vertically positioned hollow metal cylinders, 75 mm internal diameter, 25 mm high and wall thickness of 6 mm. The load shall be applied to the top of the reflector through a 6 mm diameter by a 6 mm high metal plug centered on top of the reflector. Failure shall constitute either breakage or significant deformation of the marker at any load less than 1000 kgf.

ement Mortar

Cement mortar shall cons ist of 1 part of portland cement to 2 parts ate with water added as necessary to obtain the required of fine aggreg consistency. 607.3 Construc

tion Requirements

607.3.1 Flush Surface Type The stud shall be installed into the pavement in accordance with the manufacturer's instructions but shall also comply with the following requirements. Cavities in the pavement shall be clearly cut to the dimensions of the pavement stud and shall allow a clearance of 10 mm around the stud base. The longitudinal centerline axis of the cavity shall be the same as that required for the pavement stud when laid to the correct line and direction. The walls of the cavity shall be splayed back at the angle of approximately 30° to the vertical to facilitate a "dove-tail" joint after the mortar has set. The bottom of the cavity shall be levelled with asphalt concrete prior to placing the stud base which shall be pounded into position with a pounder foot attached to the pneumatic drill. The depth of the activity shall be such that when the stud base and reflectors have been installed, the elevation of the floor of the lens socket shall not be greater than 2.0 mm or less than 1.0 mm above the pavement surface. When the studs are installed into a cement concrete pavement, the stud shall be grouted into position with asphalt concrete containing fine aggregate only or with a cement mortar as described in Subsection 607.2.3 above. 607.3.2 Raised Profile Type The pavement studs shall be installed in accordance with the manufacturer's instructions.

607.4 Method of Measurement

608.3 C

The quantity of reflectorized pavement studs to be paid for shall be the number of reflectorized pavement studs of either the flush surface type or the raised profile type, whichever is called for in the Contract, installed complete and accepted. 607.5 Basis of Payment The quantities measured as described in Section 607.4, Method of Measurement, shall be paid for at the contract unit price of the Pay Items shown in the Bid Schedule, which payment shall constitute full compensation for furnishing and placing all materials, excavating cavities, preparation of surfaces, applying adhesive and mortar and for all labor, equipment, tools and incidentals necessary to complete the Item. Payment will be made under:

Pay Item No. 607 (1) 607 (2)

Description Reflectorized Pavement Stud (Flush Type) Reflectorized Pavement Studs (Raised Profile Type)

Unit of Measurement Each Each

onstruction Requirements

608.3.1 Sources of Material Topsoil shall be obtained as specified in Item 102, Excavation, or pproved sources. The Contractor shall notify the Engineer from other a at least five days before he intends to start topsoil stripping operations. After inspect ion and approval by the Engineer and prior to stripping any topsoil, the Contractor shall remove noxious weeds and tall grass, brush roots and stones larger than 50 mm in diameter. 608.3.2 Placing The topsoil shall be evenly spread on the areas and to the line and level shown on the Plans, and compacted with a light roller to a depth of not less than 100 mm. Spreading shall not be done when the ground topsoil is excessively wet, or otherwise in a condition detrimental to such work. The roadway surfaces shall be kept clean during hauling and spreading operations. After spreading has been completed, large clods, stones, roots, stumps and other loose-lying materials shall be raked up and removed. Any erosion, irregularities of grade or other incidental damage to the surface of the topsoil shall be repaired and/or restored to the Engineer's satisfaction. 608.4 Method of Measurement

ITEM 608 — TOPSOIL 608.1

Description

This Item shall consist of topsoil furnished, transported and spread, or topsoil removed from designated areas, hauled and spread, in accordance with this Specification at the location shown on the Plans or as required by the Engineer. 608.2 Material Requirements Topsoil furnished shall consist of fertile friable soil of loamy character without admixture of undesirable subsoil, refuse or foreign materials. It shall be obtained from well-drained arable land and shall be reasonably free from roots, hard clay, coarse gravel, stones larger than 50 mm in size, coarse sand, noxious seeds, sticks, brush, litter and other deleterious substances. Topsoil shall be capable of sustaining healthy plant life and shall be subject to the approval of the Engineer. Topsoil shall contain not less than five (5) percent organic matter as determined by loss or ignition of samples oven-dried to constant weight.

The quantities to be paid for shall be the number of cubic meters of Topsoil removed, furnished and hauled and completed in place and accepted. 608.5

Basis of Payment

The quantities, as determined in Section 608.4, Method of Measurement, shall be paid for at the contract unit price respectively, for each of the particular Pay Items listed below that is shown on the Bid Schedule, which price and payment shall be full compensation for furnishing and placing all materials and for all labor, equipment, tools and incidentals necessary to complete the Item. Payment will be made under:

Pay Item Number

Description

Unit of Measurement

608 (1)

Furnishing and Placing Topsoil Placing Topsoil

Cubic Meter

608 (2)

Cubic Meter

ITEM 609 - SPRIGGING 609.1

Description

This Item shall consist of planting sprigs of living grass plants in accordance with this Specification at locations shown on the Plans or as required by the Engineer. 609.2 Material Requirements

609.2 .4

Topsoil

Topsoil s 609.2.5 M

hall perform to the requirements of Item 608, Topsoil.

ulch Material

Mulch mate 609.3 Co

rial shall be hay, straw or other local non-toxic material.

nstruction Requirements

609.3.1 Harvesting Sprigs 609.2.1 Sprigs Sprigs shall be healthy living stems (stolons or rhizomes) with attached roots or perennial turf-forming grasses of the kinds shown on the Plans, harvested without adhering soil and obtained from approved sources in the locality of the work where the sod is heavy and thickly matted. The presence of objectionable grasses, weeds or other detrimental material will be a cause for rejection. 609.2.2 Fertilizers Fertilizers shall be standard commercial fertilizers supplied separately or in mixture containing the percentages of total nitrogen, available phosphoric acid and water-soluble potash. They shall be furnished in standard containers with name, weight and guaranteed analysis of contents clearly marked. The fertilizers may be supplied in the following form: 1. 2. 3.

A dry, free-flowing fertilizer soluble in water, suitable for application by a common fertilizer spreader. A finely ground fertilizer, soluble in water suitable for application by power sprayer. A granular or pellet form suitable for application by blower equipment.

609.2.3 Ground Limestone Ground limestone shall contain not less than 85 percent of calcium and magnesium carbonates and shall be of such fineness that 100 percent shall pass through a 2.00 mm sieve and not less than 35 percent through a 0.150 mm sieve. Granulated slag may be substituted in lieu of ground limestone subject to the approval of the Engineer of an adjusted application rate that will provide the equivalent total neutralizing power of the specified limestone.

The Contractor shal l notify the Engineer at least 5 days before harvested and the source shall be approved by the sprigs are to be Engineer before harvesting begins. To begin harvesting, grass and woods shall be mowed to a height of 50 to 75 mm and all clippings removed. Sprigs shall then be lowing or other acceptable loosened by cross-disking, shallow p methods. After loosening the sprigs from ed the and soil kept , they shalluntil be moist gathered in small piles or windrows, water planted. Not more than 24 hours shall elapse between harvesting and planting sprigs, except that when weather or other uncontrollable condition interrupts the work, a time extension may be granted, provided the sprigs are still moist and viable. Sprigs that have heated in stockpiles, permitted to dry out or otherwise seriously damaged during harvesting or delivery shall be rejected and be disposed off as directed. 609.3.2 Advance Preparation and Cleanup plying After grading of areas has been completed and before ap fertilizer and ground limestone, areas to be sprigged shall be raked or otherwise cleared of stone larger than 50 mm in diameter, sticks, stumps and other debris which might interfere with sprigging, growth of grasses or subsequent maintenance of grass-covered areas If any damage by erosion or other causes has occurred after grading of areas and before beginning the application of fertilizer and ground limestone, the Contractor shall repair such damage. This may include filling gullies, smoothing irregularities and repairing other incidental damage. 609.3.3 Topsoiling If topsoiling is shown on the Plans, it shall be done in accord with the requirements of Item 608, Topsoil.

ance

609.3.4 Applying Fertilizer and Ground Limestone Following advance preparation and cleanup, fertilizer shall be uniformly spread at the rate indicated on the Plans. If use of ground limestone is required, it shall be spread at the rate shown on the Plans. These materials shall be incorporated into the soil to a depth of not less than 50 mm by disking, raking or other methods acceptable to the Engineer. Stones larger than 50 mm in diameter, large clods, roots and other litter brought to the surface by this operation shall be removed.

ter, large clods, roots and other litter brought to the surface during diame sprigg ing. If mulching of sprigged areas is shown on the Plans, the sprigged area shall be covered with mulch in accordance with the requirements of Subsection 609.2.5, Mulch Material, within 24 hours from the time sprigging has been completed, weather and soil conditions permitting.

On steep slopes where fertilizer and ground limestone cannot be incorporated effectively by mechanical equipment, they may be applied with power sprayers, blower equipment or other approved method and need not be incorporated into the soil.

If mulching is not shown on the Plans, the sprigged area shall be compacted within 24 hours from the time sprigging has been completed, weather and soil conditions permitting, by cultipackers, rollers or other satisfactory equipment operated t right angles to the slopes. a Compaction shall not be done when the soil is in such condition that it is picked up by the equipment, nor shall clay soils be compacted if so directed by the Engineer.

609.3.5 Planting Sprigs

609.3.7 Maintenance of Sprigged Ar

Sprigging shall not be done during windy weather or when the ground is dry, excessively wet or otherwise untillable. Sprigs shall be planted in existing ground or in formed embankments or on topsoil as shown on the Plans. If the soil is not moist when the sprigs are being set, water shall be applied until the soil is moist and in a workable condition. One or more of the following methods shall be used, whichever is directed by the Engineer: 1.

Broadcast Sprigging — Sprigs shall be broadcast by hand or by suitable equipment in a uniform layer over the prepared surface with spacing between sprigs not to exceed 150 mm. The sprigs shall then be forced into the soil to a depth of 50 mm to 100 mm with a straight spade or similar tool, or with a disk harrow or other equipment set to cover the sprigs to the required depth.

2.

Row Sprigging — Furrows shall be opened along the approximate contour of slopes at the spacing and depth indicated on the Plans. Sprigs shall be placed without delay in continuous row in the open furrow with successive sprigs touching and shall be covered immediately.

3.

Spot Sprigging — Spot sprigging shall be performed as specified under row sprigging, except that, instead of planting in continuous rows, groups of four sprigs or more shall be spaced 450 mm apart in the rows.

609.3.6 Mulching and Compacting

eas

raffic by The Contractor shall protect sprigged areas against t warning signs or barricades approved by the Engineer. Surfaces gullied or otherwise damaged following sprigging shall be repaired by regrading and resprigging as directed. The Contractor shall mow, water as directed and otherwise maintain sprigged areas in a satisfactory condition until final inspection and acceptance of the work. 609.4 Method of Measurement The quantity of sprigging to be paid for shall be the number of units of 100 square meters, measured on the ground surface, completed and accepted. 609.5 Basis of Payment The quantity, determined as provided in Section 609.4, Method of Measurement, shall be paid for the Pay Item listed below, which price and payment shall be full compensation for furnishing and placing all materials, for any required mulching of sprigged areas and for all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Section except topsoiling which shall be paid for as provided in Item 608, Topsoil. Pay Item will be made under:

Pay item No.

Description

Unit of Measurement

609

Sprigging

100 Square Meter

After planting of sprigs has been completed and prior to compacting, the surface shall be cleared of stones larger than 50 mm in 480

481

ITEM 610 — SODDING 610.1

Description

This Item shall consist of furnishing and laying of live sod on the shoulders, slopes, ditches, or other locations as designated, construction of sod ditch checks or similar appurtenances, as shown on the Plans or as ordered and laid out in the field by the Engineer, all in accordance with this Specification. 610.2

Material Requirements

The sod shall consist of healthy, dense, well-rooted growth of permanent and desirable grasses indigenous to the general locality where it is to be used and shall be free from weeds or undesirable grasses. At the time the sod is cut, the grass on the sod shall have a length of approximately 50 mm (if longer, the grass shall be cut to approximately this length) and the sod shall have been raked free from debris. The sod shall be cut into uniform squares approximately 300 mm x 300 mm, but not larger than is convenient for handling and transporting. The thickness of the sod shall be uniform as possible approximately 40 mm or more depending on the nature of the sod, so that practically all of the dense root system of the grasses will be retained, but exposed, in the sod strip and that the sod can be handled without undue tearing or breaking. In the event the sod to be cut is in a dry condition as to cause scrumbling or breaking during cutting operations, the Contractor, at his own expense, shall apply water in sufficient quantities at least 12 hours before cutting to provide a well-moistened condition of the sod to the depth to which it is to be cut. Sods shall be subject to the approval of the Engineer. 610.3 610.3.1

n the area to be sodded shall be loosened and brought to The soil o a reasonably fine texture to a depth of not less than 30 mm by means of equipment on hand methods adapted for the purpose.

Construction Requirements Preparation of the Earth Bed

The area to be sodded shall be constructed to the required crosssection and contour, and the tops and bottoms of the slopes shall be rounded as shown in the typical roadway sections. The areas to be sodded shall be free from stones, roots or other undesirable foreign materials.

610.3.2

Placing the Sod

n which the sod is to be placed shall be The earth bed upo moistened to the loosened depth, if not naturally sufficiently moist, and the sod shall be placed thereon within 24 hours after the same has been cut. Unless otherwise required, the sod on slopes shall be laid on horizontal strips beginning at the bottom of the slope and working upwards. When placing sod in ditches, or in the construction of sod ditch checks or similar appurtenances, the length of the strips shall be laid at right angles to the direction of the flow of the water. Sod shall be laid so that the joints caused by abutting ends of sod strip are not continuous. Each sod strip shall be so laid as to abut snugly against the strip previously laid. As the sod is being laid it shall be lightly tamped with suitable wooden or metal tampers sufficiently to set or press the sod into the underlying soil. At points where it is anticipated that water may flow over a sodded area, the upper edges of the sod strips shall be turned into the soil to be below the adjacent area and a layer of earth place over this juncture and thoroughly compacted. At the limits of sodded areas, the end strips shall be turned in and treated similarly. 610.3.3

Staking the Sod

On all slopes steeper than one vertical to four horizontal, sod shall be pegged with stakes 200-300 mm in length, spaced as required by the nature of the soil and steepness of slope. Stakes shall be driven into the sod at right angles to the slope until flush with the bottom of the grass blades. 610.3.4 Top Dressing After staking has been completed, the surface shall be cleared of loose sod, excess soil or other foreign material, whereupon a thin layer of topsoil shall be scattered over the sod as a top dressing and the areas shall then be thoroughly moistened by sprinkling with water.

2 Mulching 611.2.

610.3.5 Watering The Contractor shall regularly water and maintain sodded areas in a satisfactory condition for the duration of the Contract and until final acceptance of the work by the Engineer. 610.4

Bracing stakes for plants shal l be 50 mm x 50 mm of rough wood free from unsound loose knots, rot, cross grain and sapwood or other defects that may impair its strength.

Method of Measurement

Sodding shall be measured by the square meter and the quantity to be measured for payment shall be the actual number of square meters of area on which sod has been placed in accordance with this Specification and within the limits of construction as designated on the Plans or as ordered by the Engineer. 610.5

consist of approved wood chips, ground or Mulching material shall crushed corn cobs, wood shavings, sawdust or peat moss. Wood chips shall be combination of wood slivers with ground wood or sawdust.

Anchor stakes shall be of the same quality as bracing stakes and of the size specified under operations calling for their use. Wrapping material for trees shall be waterproof paper or burlap. The tying material to be used in wrapping trees shall be jute twine or similar material not less than 2-ply for trees 7.5 mm or less in diameter and 3-ply for trees over 7.5 mm in diameter.

Basis of Payment

The quantity as determined in Section 610.4, Method of Measurement, shall be paid for at Contract unit price per square meter for Sodding which price and payment shall be full compensation for preparing the earth bed, for furnishing, placing, staking, top dressing and watering the sod, and for all labor, equipment, tools and incidentals necessary to complete the Item.

The wire to be used in bracing trees 7.5 mm or less in diameter shall be 3 mm (No. 11) galvanized steel wire and for trees over 75 mm in diameter, 40 mm (No. 9) galvanized steel wire shall be used. All wires shall be new and free from bends or kinks. 611.2.3 Trees

Payment will be made under:

Pay Item No.

Description

Unit of Measurement

610

Sodding

Square Meter

All trees furnished under this Item shall be 150 mm or less in ard diameter and shall be true to name and type and shall follow stand names of trees in accordance with the Bureau of Forestry Standards as adopted by the Department of Public Works and Highways. When specified in the Provisions, certain varieties of plants w ill be furnished by the government.

ITEM 611 — TREE PLANTING 611.1

Description

This Item shall consist of furnishing and planting deciduous shade, flowering trees and evergreen trees less than 150 mm in diameter on the areas and in the arrangements indicated on the Plans or as indicated by the Engineer, including the digging and preparation of pocket holes, furnishing and placing the necessary topsoil, mulch, water, fertilizer and other incidentals necessary to complete the Item. 611.2

Material Requirements

611.2.1 Topsoil Topsoil shall conform to the requirements of Item 608, Topsoil.

The Contractor shall submit complete and detailed information concerning the sources of supply for each item of plant materials before planting operations. All existing laws and regulations requiring inspection for plant diseases and infections shall be complied with and each delivery shall be accompanied by necessary certificates of clearance to be presented to the Engineer. Plants furnished by the Contractor shall be healthy, shapely and well-rooted and roots shall show no evidence of having been restricted or deformed at any time. Plants shall be well-grown and free from insect pest and disease. Root condition of plants furnished by the Contractor in containers will be determined by the removal of earth from the roots of not less than two plants nor more than two (2) percent of total number of plants

of each specie or variety except when container-grown plants are from several sources, the roots of not less than two plants of each specie or variety from each source will be inspected by the Engineer. In case the sample plants inspected are found to be defective, the Government reserves the right to reject the entire lot or lots of plants represented by the defective samples. Any plant rendered unsuitable for planting because of this inspection will be considered as samples and will not be paid for. 611.3 Construction Methods 611.3.1

Balling of Plants and Trees

Balling is employed in plants and trees to be transplanted or transferred. To ball out the trees, the depth to which the root system reaches is first determined. Digging around the tree is then done, being careful not to cut many roots. Watering the soil before balling is prohibited. The surface of the earth is kept as smooth as possible. After the tree is dug out, the roots and earth is wrapped immediately with the sacking material. The tree could now be tipped over and rolled to a new location. These plants shall be hauled by the ball only and not by the plant itself. The slightest indication of manufactured earth balls or hauling of the plants itself will be a cause for rejection of such plants.

longer than 10 days, they may be placed in an approved wellperiod ventilated, cool and moist storage shed and the roots completely All plants heeled-in or stored shall be covered with moist straw. In the event properly maintained by the Contractor until planted. -in plant material must be held over for a longer period, such heeled heeled-in material shall be lifted and replanted in a satisfactory manner in nursery rows. The ball of soil and roots of balled and burlapped plants, if not immediate ly planted after delivery and inspection, shall be adequately protected by topso il covering until removed for planting in a manner appropriate to the conditions and satisfactory to the Engineer. Such emergency storage of plant shall be at the entire risk of the Contractor, including ma intenance of same. 611.3.4 Layout of Plan

ting

r shall lay out, Before digging pocket holes or beds, the Contracto by suitable staking, the location of all pocket holes and beds. The layout of planting shall be approved by the Eng ineer. 611.3.5 Roots and Top Pruning

611.3.2 Digging Plants All plants, nursery-grown or collected, shall be dug with care and skill immediately before shipping and avoiding all possible injury to the plants, loss or damage of the roots, particular attention being given to fibrous roots in this respect. After the plants are dug, their roots shall not be permitted to dry out. They shall not be exposed to hot temperatures. All plants shall be dug in dormant state and shall be so held until planted. 611.3.3 Temporary Storage and Plant Spray After delivery and inspection, the plants shall be sprayed with an approved anti-desiccant prior to planting, heeling-in or storing, except in the case of collected stock which shall not be heeled-in or stored, but shall be sprayed with anti-desiccant immediately and planted within 36 hours after digging. The spray shall cover both upper and lower surfaces of the branches and foilage to the point of run-off. Spray nozzles shall be the type to produce a fine mist. Spraying shall be included for payment in the pertinent planting item. Following spray treatment with anti-desiccant, all plants which cannot be planted promptly shall be heeled-in in a trench, spread and the roots covered with moist soil. If plants are not to be stored for a

The ends of all broken and damaged roots, 6 mm diameter or more than the larger, shall be pruned with a clean cut, removing no injured portion. All plants shall be pruned to balance the top with the root system keeping the natural shape of the species. All dead woods shall be removed. All cuts and wounds, 12 mm or over in diameter, shall be painted with tree wound dressing immediately after the pruning. 611.3.6 Pocket Holes r as Pocket holes shall be dug at the locations shown on the Plans o directed by Engineer. The holes shall be dug to the depth and crosssection specified and should be of sufficient size to provide for not less than 150 mm of top soil backfill beneath and around the root system. The holes shall be dug with the sides vertical. Surplus excavation from the bed and pocket holes shall be disposed off as directed by the Engineer. 611.3.7 Backfill t is The pocket holes shall be backfilled with topsoil as each plan set. The topsoil shall be well-tamped by the worker's feet, rods or other approved tamping devices as it is shovelled into the holes. The backfill in holes on slopes shall be built-up on the lower side to catch and hold water. During planting the topsoil surrounding the plant be s lightly depressed to hold water.

611.3.8 Planting The plants to be planted shall be the specie, variety and size specified. The operation of the actual planting shall not be performed at any time when the soil is not in a friable or workable condition. The Engineer shall also approve the location of each individual plant taking into consideration its size and shape, in order that the best possible arrangement will result. One plant shall be planted in the center of each pocket hole and in the arrangement shown on the Plans. The plants shall be set on tamped topsoil backfill brought to the height necessary to plant them at the same depth they grew, carefully spreading out the roots of barefoot stock in their natural position. Upright plants shall be kept in a vertical position. After placing the plant in the hole, the backfill shall be carefully made, tamping with the worker's feet and with round-end rods or other approved tamping devices to insure topsoil in and about all the roots. The topsoil shall be settled in and about the plant roots by application of water but at no time shall tamping or further topsoil backfill be made while this wet topsoil backfill is of a consistency that would permit its being compacted or puddled by so doing. All compaction shall be such that no plant will settle lower than the depth above specified. No air pocket shall be left around the root of any plants. After filling halfway on the earth ball, the burlap shall be loosened and the top half cut off and removed after which the balance of the pocket hole shall be backfilled and tamped. After planting and prior to mulching, fertilizers shall be applied evenly over the top of the backfilled area. Care shall be used so that the fertilizer does not get into contact with the stem, trunk, branches or leaves of the plants.

ds without curbs, the trees shall be planted with a minimum For roa clear d istance of 0.60 m beyond the edge of the shoulder, but in no 3.0 m from the edge of the pavement. For roads with case less than particularly in urban areas, the trees shall be planted with a curbs, minimum setback of 1.00 m beyond the face of the curb. Where there are longitudinal drainage canals, the trees shall be planted on the outer side of such canals. On the roadway curves and ions, the pertinent design standards on sight distance shall be intersect observed Non-traversable hazards (ravine, waiting shed, etc.) along the line of trees shal l be provided with appropriate barriers, e.g., guardrails, and clearly marked, so that these do not pose hazards to motorists. The Contractor concerned shall undertake and be responsible for the maintenance of the planted trees during he contract warranty t period of the road project covered by his contract. The contractor's maintenance work shall comply with the provision of subsection 611.3.10 (Watering and Maintenance). The maintenance of trees shall be faithfully undertaken as an integral part of the regular road maintenance program and shal l be included in the reports therefore as a regular work item under Activity No. 209 of the Highway Maintenance Activity Standards. The tree planting shall be undertaken not only along national roads programmed for construction or improvement, but also along existing national roads especially those outside developed urban areas where there are no trees or only a few trees have been planted. or such F existing roads, the required tree planting shall be undertaken by the The tree planting shall be District Engineering Office concerned. undertaken in both contractual projects and projects by administration.

611.3.8.1 Tree Planting along National Road 611.3.9 The trees to be used for this purpose shall be the varieties, the root systems of which grow downward rather than sideward to avoid situations where the roots spread sideward and consequently destroy the road and sidewalk slabs. Trees shall be planted in a neat row, within the road right-of-way (ROW) and as close as possible to the ROW limit, with sufficient allowance so that the trees when fully grown will not encroach on the adjoining property or touch electric and other overhead utility lines. The center-to-center spacing between trees shall be 10-20 meters (m). For road sections with a generally north-south alignment, the trees on one side of the road shall be staggered vis-a-vis the trees on the other side of the road. This arrangement will help to ensure that enough sunlight will fall on the road and thus help to keep the road dry even during the rainy season. 488

Mulching

al shall be spread to Within 24 hours after planting, mulching materi cover the plant hole and the area 150 mm outside the periphery of the plant hole. The depth and application for wood chips shall be a minimum of 150 mm. For ground or crushed corn cobs, sawdust or peat moss the minimum depth shall be 100 mm. 611.3.10 Watering and Maintenance All plants shall be watered during the planting ope rations, subject to the direction and approval of the Engineer. From time to time during life of the Contract, sufficient water shall be applied so that not only will the topsoil backfill about each plant be kept moist, but also for moisture to extend into the surrounding soil. 489

The Contractor shall, during the life of the Contract, properly care for all plants furnished, planted or stored, performing such watering, weeding, cultivating or other ordinary maintenance work as shall be necessary to keep the stock in a live and healthy condition. Plants which have died back into the crown or beyond a normal pruning line shall be replaced by the Contractor at no additional expense to the Government.

Paymen

Pay Item 611 (1)

t will be made under:

611 (2) 611.3.11

Bracing

All deciduous and evergreen trees shall be braced immediately after planting. Deciduous trees from 1.20 m to 1.80 m in height shall have one vertical support stake. Deciduous trees from 1.80 m to 2.50 m in height shall have two vertical support stakes. Balled and burlapped deciduous or evergreen trees within the above size ranges shall be supported with the number of stakes specified for the group but instead of being placed vertically, shall be driven so that the stake does not enter or contact the earth ball around the plant roots. The stake or stakes shall be so placed that after being driven in place, the upper foot of the stake is within approximately 100 mm of the trunk at one-half of the height of the tree. If two are required, they shall be driven on opposite sides of the tree with the stake tops on opposite sides for fastening. All trees, deciduous or evergreen over two and one-half meters shall be braced by the tripod method as directed by the Engineer. 611.3.12

ITEM 61 612.1

Unit of Measurement

Trees (Furnishing and Transplanting) Trees (Transplanting)

Each Each

2 — REFLECTIVE THERMOPLASTIC STRIPPING MATERIAL (SOLID FORM)

Description

pecifies he equirement or eflectorized This standard s t r f r thermoplastic pavement stripping material conforming to AASHTO M 249 that is applied to the road surface in a molten state by mechanical means with surface application of glass beads at a rate of not less than 350 g/L of glass beads having a size range of drop-in type and will produce an adherent reflectorized stripe of specified thickness and width capable of resisting deformation by traffic. 612.2

Materials Requirements

1.

Dead Trees

Before completion and final acceptance of the project, all trees not healthy or that have died back into the crown or beyond the normal pruning line shall be replaced by the Contractor at his own expense with trees of the specified species or variety, size and quality and meeting the Specification.

Description No.

avement aterial hall e Reflectorized Thermoplastic P M s b homogeneously composed of p igment, filler, resins and glass reflectorizing spheres. The thermoplastic material shall be yellow.

2.

available to both white and

Glass Beads (Pre-Mix) shall be uncoated and shall comply with the following requirements: - 1.50 90

Refractive Index, min. Spheres, Percent, min.

611.4 Method of Measurement Gradation: The quantity to be paid for shall be the number of trees of each specie or variety called for in the Plans furnished, planted and accepted with the necessary mulch, topsoil, water, fertilizer and other incidentals to complete the Item. 611.5 Basis of Payment The quantities as determined in Section 611.4, Method of Measurement, shall be paid for at the contract unit price each of the trees of each specie or variety furnished, planted and accepted which price and payment shall constitute full compensation for furnishing all labor, tools and incidentals necessary to complete the Item.

Sieve, mm

Mass Percent Passing

0.850 0.600 0.425 0.300 0.180 0.150

100 75-95 15-35 0-5

491

612.3

General Requirements

612.3.1 Composition The pigment, beads and filler shall be uniformly dispersed in the resin. The material shall be free from all skins, dirt and foreign objects and shall comply with the requirements as specified in Table 612.1. Table 612.1 — Composition Requirements

±5 min. @ 218 ±2°C and forming test specimens, mm/kg, min. Softening Point after heating for four (4) hours ±5 min. @ 218 ±2°C. Daylight reflectant @ 45 Degrees — 0 degrees, % min.

115.00 102.5 ± 9.5°C

75.00

45.00

612.4 Appl ication Properties Component

White

Yellow

erature of 211

± 7°C,

The material uipment shall readily extrude aatline a temp to produce 3.2 to 4.8 mm thick which

Binder, min. Glass Beads: min. max. Titanium Dioxide, min. Chrome Yellow, Medium, min. Calcium Carbonate And Inert Fillers, Max.

18.0

18.0

30.0 40.0

30.0 40.0

from eq shall approved be continuous and uniform in shape having clear and sharp dimensions. The material shall not exude fumes which are toxic, obnoxious or injurious to persons or property when heated during applications.

10.0

10.0

42.0

The application of additional glass beads by drop-in methods shall be at a rate of not less than 350 g/L of glass beads having a size range for drop-in type. The typical size range of spheres of drop-in type paints is as follows.

42.0 Passing 850 urn (#20) sieve and

612.3.2

80 — 100

Qualitative

retained on 250 urn (#60) sieve, %

The material shall conform to the qualitative requirements as specified in Table 612.2. Table 612.2 — Qualitative Requirements

Property White Specific Gravity, max. Drying Time, minutes, max. Bond Strength to portland cement concrete after heating for four (4) hours ±5 min. @ 218°C, MPa, max. Cracking Resistance © low temp. after heating for four (4) hours ±5 min. © 218 ±2°C. Impact Resistance after heating for four (4) hours

Requirements Yellow 2.15 10.00

1.24

No cracks

a) Preparation of Road Surface — the materials should be applied only on the surface which is clean and dry. It shall not be laid into loose detritus, mud or similar extraneous matter, or over an old paint markings, or over an old thermoplastic marking which is faulty. In the case of smooth, polished surface stones such as smooth concrete, old asphalt surfacing with smooth polished surface stones and/or where the method of application of the manufacturer of the thermoplastic materials shall be recommended, and with the approval of the Engineer.

b) Preparation of Thermoplastic Materials — The materials shall be melted in accordance with the manufacturer's instruction in a heater fitted with a mechanical stirrer to give a smooth consistency to the thermoplastic and such the local overheating shall be avoided. The temperature of the mass shall be within the range specified by the manufacturer and shall on no account be allowed to exceed the maximum temperature stated by the manufacturer. The molten material shall be used as expeditiously as possible and for thermoplastics which have natural resin binders or otherwise sensitive to prolonged heating, the materials shall not be maintained in a molden condition for more than 4 hours. c) Laying — Center lines, lane lines and edges lines shall be applied by approved mechanical means and shall be laid in regular

492

493

alignment. Other markings may be applied by hand

— screed, hand propelled machine or by self-propelled machine approved or directed by the Engineer. After transfer to the laying apparatus the materials shall be maintained within the temperature range specified by the manufacturer and stirred to maintain the right consistency for laying.

612.

5 Sampling

mum weight of 10 kg. of Reflectorized Thermoplastic paint A mini shall be taken for every 100 bags or fraction thereof. 612.6

In the case of screen application, the material shall be laid to a thickness of not less than 3 mm or more than 6 mm unless authorized by the Engineer when laid over an existing markings. In the case of sprayed application the material shall be laid to thickness of not less than 1.5 mm unless authorized by the Engineer. In all cases the surface produced shall be uniform and appreciably free from bubbles and steaks. Where the Contract Documents require or the Engineer direct that ballotini shall be applied to the surface of the markings, these shall be applied uniformly to the surface of hot thermoplastic immediately after laying such that the quality of ballotini firmly embedded and retained in the surface after completion complies with the requirements of Sub-section 606.2.2, Material Requirements. Road markings of a repetitive nature, other center lines, lane lines, etc., shall unless otherwise directed by the Engineer be set out with stencils which comply with the size and spacing requirements shown on the Plans. d) Re-use of Thermoplastic Materials — At the end of day's work as much as possible the material remaining in the heater and/or laying apparatus shall be removed. This may be broken and used again provided that the maximum heating temperature has not been exceeded and that the total time during which it is a molden condition does not exceed the requirements of Sub-section 606.2.3, Construction Requirements. 612.4.1 Defective Materials or Workmanship Materials which are defective or have been applied in an unsatisfactory manner or to incorrect dimensions or in a wrong location shall be removed, the road pavement shall be made good and materials replaced, reconstructed and/or properly located, all at the Contractor's expenses and to the satisfaction of the Engineer. 612.4.2 Protection of the Traffic The Contractor shall protect pedestrians, vehicles and other traffic adjacent to the working area against damage or disfigurement by construction equipment, tools and materials or by spatters, splashes and smirches or paint or other construction materials and during the course of the work, provide and maintain adequate signs and signals for the warning and guidance of traffic.

494

Testing

mate sted in accordance with AASHTO T 250 or rriiaall shall be te with the appropriate method in ASTM designation. 612.7 P

acking and Marking

ontainers to which it The material sha ll be packaged in a suitable c The blocks of cast will not adhere during shipment and storage. thermoplastic material shall be approximately 300 x 915 by 51 mm and shall weigh approximately 23 kg. ach container label shall designate E the color, manufacturer's name, batch number and date of manufacture. The Each batch manufactured shall have its own separate number. label shall warn the user that the material shall be heated to 211 ± 7°C during application. 612.8 Method of Measu rement arkings to be paid for shall be the area The quantity of pavement m as shown on the Plans of painted traffic line of the stated width and the area as shown on the plans of symbols, lettering, hatching and the like, completed and accepted. The quantity shown in the B ill of Quantities represents the approximate quantity in square meter of pavement markings, with width as shown applied at the centerline of the road pavements to which may be increased or decreased depending on the Engineer's decision Other whether to require additional markings or delete parts of it. markings representing symbols, lettering, atching and others in h locations where they maybe required by the Engineer shall, likewise, be implemented by the Contractor using eflectorized thermoplastic r pavement markings as approved and directed. 612.9 Basis of Payment Section 612.8, Method The quantities measured as determined in of Measurement, shall be paid for at the appropriate contract unit price for the Pay Items shown in the Bid Schedule which price and payment shall constitute full compensation for furnishing nd placing all a materials, sampling and packing, for the preparation of the surface, and for all labor, equipment, tools and incidentals necessary to complete the Item.

495

Payment will be made under:

Pay Item Number

Description

612 (1)

Reflectorized Thermoplastic Pavement Markings (White) Reflectorized Thermoplastic Pavement Markings (Yellow)

612 (2)

rature changes, and that will not flow from the joint/crack or be tempe picked-up by vehicle tires on pavement at summer temperature. Unit of Measurement Square Meter Square Meter

ITEM 613 - CONCRETE JOINT SEALANT (HOT-POURED ELASTIC AND COLD-APPLIED TYPES) 613.1

Description

The concrete joint sealant shall be capable at being brought to a uniform application consistency suitable for completely filling the joints without inclusion of large air holes or discontinuities and without damage to the material. The sealing compound, after curing, shall be of such nature that it will adhere to dry but dust-free concrete or to damp concrete free from surface moisture. cal Requirements 613.2.3 Physi Sealant materials for hot-poured elastic type and co ld applied type shall conform to the phys ical requirements as follows:

This item shall consist of furnishing and placing joint sealant, composed of a mixture of materials that will form a resilient and adhesive compound capable of effectively sealing joints and cracks applied either hot or cold in concrete pavements, bridges and other structures, in accordance with this Specification and to the details shown on the Plans, or as directed by the Engineer.

Properties

Requirements Hot-Poured Elastic Type

Cold-Applied Type

At least 11°C lower than the safe heating temperature, which is the maximum temperature to which the material may be heated and still conform to this specification's requirements.

The material shall pour or extrude readily at a temperature of 21°C immediately after preparation for use and shall remain in a condition suitable for application for at least 1 hour.

Non-immersed at 25°C and 150

The

grams for 5 seconds shall not exceed 90 when tested in accordance with ASTM D 5329.

compound, after curing shall have a penetration, at 25°C and 150 grams for 5 seconds, not greater than 235.

At 60°C shall not exceed 5 mm when tested for 5 hours in accordance with ASTM D 5329.

The sealing compound, after curing, shall show a flow not in excess of 5 mm.

Classification Pour Point This specification applies to the following types of concrete joint sealant: a. b. 613.2

Concrete Joint Sealant Hot-Poured Elastic Type Concrete Joint Sealant Cold-Applied Type

Materials Requirements

613.2.1 Sealing Compound Concrete joint sealant materials shall be homogeneously composed of one substance, or of two or more substances that are to be mixed prior to application. The substance shall be of such a character that a homogeneous preparation can readily be obtained by combining the separate components, when so supplied, by mechanical or manual stirring without heating the blended material above a temperature of 38°C. The sealing compound, after curing, shall be a resilient and adhesive material that is capable of sealing joints in concrete. 613.2.2

Penetration

General Requirements

The concrete joint sealant shall be capable of sealing joints and/or cracks against the infiltration of moisture and foreign materials throughout repeated cycles of expansion and contraction with 496

Flow

497

sealing

Bond

Non-immersed of the sealant shall

The sealing be tested at -17.8°C for 5 complete compound, after cycles. The development at any curing, shall not time during the test procedure of a fail in adhesion or cohesion after crack, separation, or other opening that at any point is over 6.40 mm testing in deep, in the sealant or between the accordance with sealant and the concrete block, ASTM D1851. shall constitute failure of the test specimen. The measurement for depth of the crack, separation or opening shall be perpendicular to the side of the sealant showing the defect. At least 2 test specimens in a group of 3 representing a given sample of sealant shall meet this requirement for bond when tested in accordance with ASTM D 5329.

613.2.4 Backer Material Backer material when used shall conform to ASTM D 5249. Backer material or bond breaker in the bottom of the joint to be filled with concrete joint sealer shall be used to control the depth of sealant and achieve the desired shape factor, and to support the sealant against indentation and sag. Backer materials shall be compatible with the concrete joint sealer. It shall be compressible without extruding the sealant, and shall recover to maintain contact with the joint faces when the joint is open. 613.3

Construction Requirements

613.3.1 Joint Sealant Cold-Applied Type 613.3.1.1 Equipment Heavy-duty, air-operated pumps, capable of continuously feeding the compound under pressure, and capable of completely filling the joint space without discontinuities and without the formation of voids or entrapped air shall be used for the installation or extrusion of the joint sealer. Other methods of application to be used shall require the approval of the Engineer. 613.3.1.2 Cracks or Joints Preparation Application

/ Cleaning and Sealant

Joints shall be sealed soon after completion of the curing period and before the pavement is opened to traffic. Pavement joints in new 498

ruction for application of sealing material should be dry, clean of all const scales, dirt, dust, curing compound, and other foreign matter. For resealing of cracks and joints that have previously contained either similar or dissimilar materials, it is recommended that the joint be dry, cleaned thoroughly with a plow, router, wire brush, concrete saw, or itable tool or too ls designed for the purpose of neatly cleaning other su ment joints. The sidewall of the cracks or joints should be the pave sandblasted, blown free of loose sand and other foreign thoroughly igh-pressure air. A backer material or bond breaker at the matter by h bottom of the joint to be filled with material is recommended to control the depth of sealant, achieve the desired shape factor, and to support the sealant against indentation and sag, or as approved by the Engineer. The pouring shall be done in such a manner that the material will not be spilled on the exposed surfaces of the concrete. The use of sand or similar material as a cover for the seal will not be permitted. Care shall be taken in the application of sealant to avoid overfill ing of the joint space. Sealant material shall therefore be filled in the joints in a neat workmanlike manner from flush to 5 mm. below the adjacent pavement surface. Any excess material should be immediately scraped from the pavement surface with suitable tools. 613.3.1.3

Maintenance

Procedures for the repair of concrete defects and replacement of sealants: 1.

At Joints

Minor touch up of small gaps and soft or hard spots in field-molded sealant shall be made with the same sealant. However, where the failure is extensive, it is necessary to remove the sealant and replace it. Where the sealant has generally failed but has not come out of the sealing joints it can be removed using hand tools, or on larger projects such as concrete pavements, by routing or plowing with suitable tools. Alternatively, especially where widening is required to improve the shape factor, sawing can enlarge the joints. Minor edge spalls to concrete joint spaces shall be repaired with suitable repair materials, an essential operation if a compression seal is being used. 2.

At Cracks

Where cracks have occurred because of a nonworking or absence of joint, or because of unanticipated deformation of the structure, they shall be routed out and sealed with a suitable field-molded sealant to prevent damage to the structure. 499

An additional problem occurs where water is flowing through the crack and the upstream face cannot be reached for sealing. Before sealing can be successfully undertaken, the water flow must be stopped. If the source of water cannot be cut off by dewatering, then depending on the circumstances one of the many alternatives such as cutting back the crack deeper and plugging with a quick setting or drypack mortar or cement, chemical or epoxy resin grouting may be tried. External plates are sometimes bolted to the concrete, or keyed grooves are filled with mortar to hold the sealant in case water pressure redevelops as the joint moves. 613.3.2 Joint Sealant Hot-Poured Elastic Type 613.3.2.1 Equipment For installation of the joint sealer, hot-poured elastic type, all equipment necessary for the satisfactory performance of this construction shall be on the project site and approved by the Engineer before work will be permitted to begin. 613.3.2.2 Joints Preparation Pavement joints in new construction for application of concrete joint sealer shall be dry, clean of all scale, dirt, dust, curing compound, and other foreign matter. The sidewalls of the joint space to be sealed shall be thoroughly cleaned, blown free of loose sand by high-pressure air. For maintenance or resealing of joints that have previously contained either similar or dissimilar sealing material, the joint shall be dry, cleaned thoroughly with a plow, router, wire brush, concrete saw, or other suitable tools designed for the purpose of neatly cleaning pavement joints. Loose material shall be blown out. The sidewalls of the joint space to be sealed shall be thoroughly cleaned, blown free of loose sand with high-pressure air. Backer materials unless otherwise applicable shall be in accordance with Sub-section 613.2.4. 613.3.2.3 Heating The concrete joint sealer shall be heated within the manufacturer's specified application temperature range, in a kettle or melter, constructed as a double boiler, with the space between the inner and outer shells filled with oil or other heat transfer medium. Positive temperature control, mechanical agitation, and recirculating pumps shall be provided. The Engineer shall approve other methods of indirect heating. Direct heating shall not be used.

facturer shall certify that the material is capable of being The manu reheated satisfactorily at least once and specifically designate any limits to the number of reheating times for the material. 613.3.2.

4 Application

aler shall be applied to joint using a melterConcrete joint se applicator. oints shall be filled in a neat workmanlike manner from J lfush to 5mm below the adjacent pavement surface. The joint sealer shall be protected from traffic until it is fully cured. Restriction on joint width and pavement temperature at the time of joint sealer application shall be shown on the Plans. In the absence of temperature range, applications above 32°C shall not be permitted. 613.4

Delivery and Storage

facturer's original unopened Joint sealer shall be delivered in manu containers and packaging, with labels c learly identifying product name and manufacturer. The joint sealer shall be stored in dry and shaded area in accordance with manufacturer's instructions. Containers shall be sealed until it is ready for use. Expired jo int sealer shall be removed from the site. 613.5 Sampling and Testing house prior to delivery Sampling shall be taken at the plant or ware or at the time of delivery. If sampling is done prior to shipment, the Engineer shall have the access to the materials to be sampled. The Engineer shall be provided all reasonable facilities for inspection and sampling shall be conducted so as not to interfere unnecessarily with the operation of the works. Samples shall consist of one of the manufacturer's original sealed containers selected at random from the lot or batch of finished material that was manufactured simultaneously or continuously, as a unit between the time of compounding and the time of packaging or placing in shipping containers. Obtain the hot-poured type sealant portion for testing from the selected manufacturer's original sealed container in accordance with ASTM D 5167. The sample portion added to and heated in the melter shall weigh 800 + 50 g. Heat the material in accordance with ASTM D 5167. Testing for hot-poured type sealant shall be in accordance with ASTM D 5329.

614.2 .1.1 C Samples for testing of cold application type shall consist of sufficient quantities of each component to provide 3.785 liters of sealant material. Testing shall be in accordance with ASTM D 1851. 613.6

pper shall conform to AASHTO M 138M. The resistivity Sheet co test sha ll not be required.

Method of Measurement 614.2.1.

The quantity to be measured and paid for will be the number of kilogram of any joint sealant applied in the accepted pavement or structure. 613.7

Basis of Payment

The accepted quantity measured as prescribed in Section 613.6, Method of Measurement shall be paid for at the contract unit price of the joint sealant, which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete this item.

opper Waterstops

2

Rubber Waterstops

rstops shall be furnished molded or extruded rubber Rubber wate with a uniform cross-section that is free from porosity or other defects. If approved, an equivalent standard shape shall be furnished. It shall be fabricated from a compound of natural rubber, synthetic rubber, or a blend of the two, together with other compatible materials. Reclaimed materia shall not be used. A certification from the manufacturer showing he omposition of the material shall be t c furnished. Samples taken from the finished rubber waterstops when tested shall conform to the following requirements:

Payment will be made under: Item Number 613 (1) 613 (2)

Description Concrete Joint Sealant (Hot-Poured Elastic Type) Concrete Joint Sealant (Cold-Applied Type)

Method of

Kilogram Kilogram

Requirement

Hardness (shore durometer) Tensile Strength Elongation at breaking Water Absorption by (% by weight) Tensile Strength after accelerated aging, oxygen-pressure method

ASTM D 2240 ASTM D 412 ASTM D 412 ASTM D 570

60 — 70 17Mpa, min. 450%, min.

ASTM D 572

80% of original, min.

614.2.1.3

5%, max.

Plastic Waterstops

Description

This Item shall consists of furnishing and installing waterstops to prevent water seepage at the expansion and construction joints of concrete structures, in conformity to the details shown on the Plans and in accordance with this Specification. Waterstops are precision engineered concrete devices for vertical and horizontal expansion joints between cast-in-place concrete units where conditions may subject the concrete to hydro-static pressure or moisture seepage. 614.2

Test

Unit of Measurement

ITEM 614 - WATERSTOPS 614.1

Property

Plastic waterstop shall be fabricated from a homogeneous, elastomeric plastic compound of basic polyvinyl chloride (PVC). The bilizers, or compound shall contain any additional resins, plasticizers, sta other materials needed to ensure that when the material is compounded it will meet the performance requirements of this Specification. Reclaimed polyvinyl chloride shall not be used. It shall be formed to a uniform cross-section that is free from porosity or other defects. If approved, an equivalent standard shape shall be furnished. Samples taken from the finished plastic waterstops when tested shall conform to the following requirements:

Material Requirements

614.2.1 Waterstops shall be in conformity to the type, shape and dimension and other details shown on the approved Plans and in accordance with this Specification. They shall be dense, homogeneous and without holes or other defects.

PROPERTY

METHOD OF TEST

REQUIREMENT

Tensile strength Elongation at breaking Hardness (shore durometer)

ASTM D 638M ASTM D 638M ASTM D 2240

9.6 MPa, min. 250%, min. 60 to 75

Specific gravity Resistance to alkali(2) Mass change Hardness change (shore durometer) Tensile strength change Water absorption (48 hours) Volatile loss

ASTM D 792 ASTM D 543

Note(1) -0.10 to +0.25% ±5, max.

ASTM D 570 ASTM D1203

15%, max. 0.50%, max. Note

ASTM D746

Passed at —350F

(3)

Low temperature brittleness Notes:

(1) (2) (3)

Manufacturer's value ±0.02. Use a 10% solution of NaOH for a 7-day test period. Not more than manufacturer's value.

Furnish the manufacturer's test results for the above properties with the certification. If directed, furnish samples in lengths adequate for performing the specified tests. 614.2.2 Delivery and Storage Waterstops delivered and placed in storage shall be stored off the ground and protected from moisture, dirt, and other contaminants.

d support waterstops. Waterstops shall be Carefu lly place an securely held in position by the use of spacers, supporting wires or other approved devices that will not injure or puncture the waterstops. It shall be positioned allowing clearance between waterstops and ing steel at a minimum of two times the largest size to prevent reinforc kets and air voids. Waterstops shall be centered on joint, with rock poc approximately one-half of waterstop width to be embedded in concrete on each side of the joint. During pouring, concrete shall be thoroughly and systematically vibrated n the vicinity of the joint to maximize i intimate contact between concrete and waterstop. Prevent waterstops from being d isplaced or damaged by construction operations or other activities. Suitab le guards shall be provided to protect exposed projecting edges and ends of partially embedded waterstops from damaged when concrete placement has been discontinued for the first pour. Keep all surfaces of waterstops free from oil, grease, dried mortar, laitance, or any other deleterious material until embedded in concrete. Special care shall be taken in concreting operations around waterstops to preserve their shape and position in the joint. Ensure that embedded portions of the waterstops are completely enclosed in dense concrete. If, after placing concrete, waterstops show indication of having been substantially out of position or shape, the surrounding concrete shall be removed, the waterstop shall be reset or replaced if damaged, and the concrete replaced at the Contractor's expense.

614.2.3 Acceptance of Material 614.3.1.1 COPPER WATERSTOPS Material for waterstops shall be evaluated by visual inspection for compliance with the approved contract. Material or packaging shall be clearly marked with unique product identification or specification standard to which it is produced. Material accepted by certification may be sampled and tested at any time and if found not in conformance to the requirement of the contract, the material shall be rejected even if they are already installed in placed. 614.3

Construction Requirements

Copper sheet of the required thickness, mass, width, and shape shall be used. Joints shall be soldered for a continuous watertight unit. 614.3.1.2 Rubber Waterstops Before installation, the following shall be submitted for approval: a. Performance test data b. One-meter sample of each type of waterstop required c. At least one preliminary field splice if splices are used

614.3.1 General Waterstops shall be installed in the locations as shown on the approved Plans, where movement at the joint is provided for. The waterstops shall be of a type permitting such movement without injury. They shall be spliced, welded, or soldered to form continuous watertight joints. Waterstops shall be furnished in full length for each straight portion of the joint, without field splices. Splices shall be installed at changes in direction, as may be necessary to avoid buckling or distortion of the web or flange. Field splices for the waterstop shall be performed so as to provide watertight connection by such means as specified by the manufacturer.

504

Waterstops shall have a cross-section that is uniform in width and web thickness. Straight strips shall not be spliced. Full-mold all junctions in the special connection pieces. Provide well-cured, dense, homogeneous special connection pieces that are nonporous and are free from other defects. Fabricate splices that are dense and homogeneous throughout the cross-section. Fabricate splices watertight by vulcanizing or by mechanical means. Fabricate splices so that they have a tensile strength of at least 50% of the reported tensile strength of the unspliced rubber water stop.

505

614.3.1.3 Plastic Waterstops

618.1.

Before installation, submit for approval at least one preliminary field splice sample. Heat splices shall be in conformance to the manufacturers instructions to make them watertight. A thermostatically controlled electric source of heat shall be used to make all splices. The heat shall be sufficient to melt but not to char the plastic. Fabricate splices so they have a tensile strength of at least 80% of the reported tensile strength of the unspliced plastic waterstop. 614.3.2 Visual Inspection Installed waterstops shall be evaluated by visual inspection of completed works for compliance with the details shown on the approved Plans or as directed by the Engineer. 614.4

2

ed thermoplastic rumble strips shall be bonded to typical Reflectoriz asphalt or concrete surfaces to provide the following traffic controls: a. Warn/alert drivers of upcoming roadway condition such as intersections, sharp horizontal curves, narrow bridge approaches, toll plazas/gates, and tunnels. lementary/enhancement to advance warning signs b. Use as comp various Curve signs. suchtoasprevent/lessen the Stop Ahead the of drowsiness during long drive, c. Use theoreffect inattention and highway hypnosis. 618.2

Material Requirements

618.2.1

Method of Measurement

Uses of Reflectorized Thermoplastic Rumble Strips

Reflectorized Thermoplastic Pavement Material and Glass Beads (Pre-Mix)

Waterstops shall be measured by the length in linear meter or by the lump sum furnished and installed as shown on the Plans or as directed by the Engineer.

Both materials shall conform to their respective requirements of Section 612.2, Materials requirements, Item 612 Reflective Thermoplastic Stripping Materials (Solid Form).

614.5 Basis of Payment

618.3 General Requirements

The accepted quantities, measured as provided above, shall be paid at the contract price per unit of measurement for the pay items listed below that are shown in the bid schedule. Payment shall be full compensation for the work prescribed in this Item.

618.3.1 Design

Reflectorized thermoplastic rumble strips shall have the following dimension:

Payment will be made under:

Pay Item 614-1

waterstop,

614-2

waterstop

Pay Unit mm. width

Height Width Spacing

4.0 mm to 13 mm 50 mm to 100 mm 200 mm to 500 mm

Meter Lump sum

ITEM 618 - REFLECTORIZED THERMOPLASTIC RUMBLE STRIPS 618.1

618.3.1.1 General

Description

618.1.1 Scope This Item shall consist of furnishing and applying reflectorized thermoplastic rumble strips on the surface of the pavement in accordance with this Specification and at the locations shown on the Plans, or as required by the Engineer.

As much as possible, placement of reflectorized thermoplastic rumble strips shall be limited to rural locations and shall not be installed near residential areas because of the noise it can generate. It should not be placed through pedestrian crossings or on bicycle routes. The recommended length of road section where reflectorized thermoplastic rumble strips are to be installed shall be from 20 m to 30 m depending on the advisory speed limit of the road section. The color of reflectorized thermoplastic rumble strips shall be either white or yellow. Reflectorized thermoplastic rumble strips placed in the travelled way should not be overused. If used at too many locations, reflectorized

thermoplastic rumble strips may lose their ability to gain the motorist's attention. 618.3.1.2 Pattern

618.6

form to the requirements of Section 612.6, Testing, Item It shall con 612 — Reflective Thermoplastic Stripping Materials (Solid Form).

The Contractor shall lay out a reflectorized thermoplastic rumble strips test pattern prior to the start of construction for approval by the Engineer. Pattern shall be balanced to provide adequate warning to drivers without being so severe that they startle drivers or upset motorcycles.

618.7

The pattern of reflectorized thermoplastic rumble strips shall finish within 50 m of any hazard it is associated with.

618.8

618.3.2 Composition

Testing

Packing and Ma

rking

to the requirements of Section 612.7, Packing and It shall conform Marking, Item 612 — Reflective Thermoplastic Stripping Materials (Solid Form). Method of Measurement

der this Item shall be the number of The area to be paid for un square meters (m2) of reflectorized thermoplastic rumble strips applied and accepted.

It shall conform to the requirements of Subsection 612.3.1, Composition, Item 612 — Reflective Thermoplastic Stripping Materials (Solid Form).

618.9

618.3.3 Qualitative

Payment shall constitute full compensation for furnishing and application of reflectorized thermoplastic rumble strips including all labor, equipment, tools and incidentals necessary to complete the Item.

It shall conform to the requirements of Subsection 612.3.2, Qualitative, Item 612 — Reflective Thermoplastic Stripping Materials (Solid Form). 618.4 Application Properties

Basis of Payment

Payment will be made under:

Pay Item Number

It shall conform to the applicable requirements of Section 612.4, Application Properties, Item 612 — Reflective Thermoplastic Stripping Materials (Solid Form). Reflectorized thermoplastic rumble strips shall be placed transverse to motor vehicle traffic movement. It shall not adversely affect overall pavement skid resistance under wet or dry conditions and shall not be placed on sharp horizontal or vertical curves. It shall not be applied over deteriorating existing reflectorized thermoplastic rumble strips or pavement surface. A sign warning the drivers of the onset of reflectorized thermoplastic rumble strips may be placed in advanced of rumble strips installation.

618

Description Reflectorized Thermoplastic Rumble Strips

Unit of Measurement Square meter (m2)

ITEM 620 — CHEVRON SIGNS 620.1

Description

This Item shall consist of furnishing and installing chevron signs in accordance with this Specification and to the details shown on the Plans, or as required by the Engineer. 620.2

General

620.2.1 Function 618.5

Sampling

It shall conform to the requirements of Section 612.5, Sampling, Item 612 — Reflective Thermoplastic Stripping Materials (Solid Form).

508

The chevron signs shall be used to guide drivers through a change in horizontal alignment of the road such as curves and less than sharp turns. Chevron signs shall also be used to supplement any of the advance warning signs, the horizontal alignment signs (W-types) or the standard guide posts and delineators. 509

620.2.2 Design

Table 620.2 - Types of Chevron Signs

The chevron sign shall be a vertical rectangle. No border shall be used on the chevron sign.

Type

The point of the arrow or chevron shall indicate the direction of travel. They shall be visible for at least 150 m to provide the road user with adequate time to react to the change in alignment. The minimum lateral offset of the chevron sign shall be 1.8 m from the edge of pavement. The chevron signs shall be installed on the outside of the curve, set up aligned with the approaching traffic at right angle to a driver's line of sight. Two-sided chevron signs may be used on two-lane, two-way roads to guide drivers travelling in both directions. It is recommended that the spacing of the chevron signs should allow the driver to see at least three (3) signs in view while negotiating the curve, until the change in alignment eliminates the need for the signs. Chevron signs shall be mounted clear of roadside vegetation and cleary visible under headlight illumination by night. Chevrons should be installed 1.5m above the ground in the rural areas and 2.2m in the urban areas. The recommended spacing for the chevrons within a curve are shown in Table 620.1. Table 620.1 - Recommended Spacing for Chevron Signs

Advisory Speed Limit (kph) 5 20 30-50 60-70 80-90 > 90

620.3

Typical Size

Application

a.

HM-1A

- 450mm x 600 mm

5 60 kph design speed with no visible problem

b.

HM-1B

- 600mm x 800 mm

> 60 kph design speed and/or with no visibility problem (e.g. fog)

Material Requirements

620.3.1 Sign Pane

ls

ents of Subsection 605.2.1, Sign It shall conform to the requirem Panels of Item 605 — Road Sign, DPWH Standard Specifications, Volume II. 620.3.2 High Performance Reflective Shee

ting

nd show no The reflective sheeting shall be weather resistant a appreciable cracking, blistering, crazing or dimensiona l change after two (2) years of unprotected outdoor exposure. The reflective sheeting shall have high reflectivity normal to vehicle headlight dependent on the angle of incidence. The reflective material shall be sharp, no glare, and directed towards the light source of approved angle of incidence.

Radius (m)

Chevron Spacing (m)

The reflective sheeting shall perform effectively for a minimum of seven (7) years from date of fabrication.

5 60 60-120 120-210 210-300 > 300

12 24 36 48 60

The reflective sheeting must retain at least 70% of its original brightness for regular and fluorescent sheeting respectively at the end of seven years. All chevron signs used for the road projects should be warranted by the sheeting manufacturer for above-stated performance.

The above spacing distances shall apply to points within the curve. Approach and departure spacing distances shall be twice those shown above.

Chevron signs shall be dated at the time of installation in order to initiate the 7-year performance warranty. A sign-dating sticker that indicates the manufacturer's name, material type/brand name with the month and year of installation should be placed at the back of the sign face.

620.2.3 Types of Chevron Signs Two (2) types of chevron signs are provided for in this Item and each type shall be used as called for on the plans. The typical sizes are shown in Table 620.2.

The reflective sheeting shall consist of full cube micro-prismatic lens sheeting with an interlocking diamond seal pattern with pre-coated adhesive backing protected by a removable liner. The min imum reflective brightness value of reflective sheeting shall be in accordance with the following table.

620.3.3

Table 620.3 - Reflective Brightness of Traffic Signs Surfaces Observation Angle2 (degrees) 0.2° 0.5° 1.0° For -40 Entrance Angle' White Yellow Red Green Blue

570 425 114 57 26

400 300 80 40 18

120 90 24 12 5.4

Fluorescent Yellow Fluorescent Yellow Green Fluorescent Orange

340 460 170

240 320 120

72 96 36

White Yellow Red Green

215 160 43 21

150 112 30 15

45 34 9

Blue Fluorescent Yellow Fluorescent Yellow Green Fluorescent Orange

10 130 170 64

6.8 90 120 45

4.5 2 27 36 14

100 75 20 10 4.5 60 80 30

50 37 10 5 1.5 30 40 15

25 19 5 3 0.8 15 20 7

Post and Attachments

m to the applicable requirements of Subsection It shall confor 605.2.3, Posts and Frames. -

Posts required for the erection of signs shall be made of galvanized steel pipes not less than 75mm (outside diameter) x 3.25mm thick, or other sections of equivalent strength. Aluminum alloy may be used. Plastics may be onsidered, rovided hey ave een uitably c p t h b s evaluated. Attachments shall provide for the positive and robust connection of signs to their mounting osts. onsideration hall e p C s b g iven to provision of suitably shaped distributing attachment loads, e.g., by the saddles and clamps or brackets for a round post.

For 30° Entrance Angle'

For 45° Entrance Angle' White Yellow Red Green Blue Fluorescent Yellow Fluorescent Yellow Green Fluorescent Orange

All units are expressed in terms of cd/lux/sq.m. 1 Entrance Angle — The angle from the illumination axis to the retroreflector axis. The reflector axis is an axis perpendicular to the retro-reflective surface.

620.3.4 Nuts and Bolts It shall conform to the requirements of Subsection 605.2.4, Nuts and Bolts, Item 605 — Road Sign, DPWH Standard Specifications, Volume II. 620.3.5 Concrete Foundation Blocks It shall conform to the requirements of Subsection 605.2.5, Concrete Foundation Blocks, Item 605 — Road Sign, DPWH Standard Specifications, Volume II. 620.4

Construction Requirements

620.4.1 Excavation and Backfilling It shall conform to the requirements of Subsection 605.3.1, Excavation and Backfilling, Item 605 — Road Sign, DPWH Standard Specifications, Volume II. 620.4.2 Erection of Posts It shall conform to the requirements of Subsection 605.3.2, Erection of Posts, Item 605 — Road Sign, DPWH Standard Specifications, Volume II. 620.4.3 Sign Panel Installation

2

Observation Angle — The angle between the illumination axis and observation axis.

512

It shall conform to the requirements of Subsection 605.3.3, Sign Panel Installation, Item 605 — Road Sign, DPWH Standard Specifications, Volume II.

513

620.5

Method of Measurement

d) Coco co ir twine

The quantities of chevron signs shall be the number of such sign of the size specified, including the necessary posts and supports, erected and accepted. 620.6

t

a natural and residual materials from coconut coir which serves as soil conditioner

Basis of Payment

The quantities measured as determined in Section 620.5, Method of Measurement, shall be paid for at the contract unit price shown in the Bid Schedule which price and payment shall be full compensation for furnishing and installing chevron signs, for excavation, backfilling and construction of foundation blocks, and all labor, equipment, tools and incidentals necessary to complete the item.

f) Machine Spun Coco Coir Twine

coco coir twine made by using a spinning machine

g) Hand Spun Coco Coir Twine

coco coir twine made by using hand or hand made

622.3 Material R

equirements

622.3.1 Coconut Coir

Payment will be made under: Pay Item Number

Description

Unit of Measurement

620

Chevron Signs

Each

ITEM 622 — COCONET BIO-ENGINEERING SOLUTIONS 622.1

e) Coco coir pea

a string made of coconut coir strands twisted together.

Description

fabrication of coconut Coconut coir fiber materials for use in geonets shall be a multi-cellula r fiber with 12 to 24 microns in diameter and the ratio of length to diameter shall be 35 . The fiber shall also be hygroscopic, with moisture content of 10% to 12% at 65% humidity and 22% to 55% at 95% relative humidity. 622.3.2 Coco-net and Coco-log/Fascine

This item covers installation of coconut coir fiber made into geonets such as coconets, coco-logs, coco twines and coco peat as bioengineering materials for controlling soil erosion and slope stabilization in accordance with the cross section shown on the Plans or as directed by the Engineer.

Coco-net and Coco-log shall conform to T respectively.

able

1 and Table

Table 1 - Physical Properties of Coco-net

622.2 Definition

COCONET 400

PROPERTIES

COCONET COCONET 700 900

For the purpose of this item, the following terms shall be defined: Thickness, mm a) Coconut Geonets

b) Coconet

c) Coco-log

Any coconut coir fiber-based material such as Coconets, Cocologs, Coco peat, placed in sloping lands and embankments to hold the vulnerable soil and permit vegetative growth to control surface erosion and conserve the productivity of the soil. Handspun Coconut coir fiber twine woven into blankets of different density. a tubular structure of coconut coir fiber blankets of different diameter filled with coco coir, and/or coco peat. 514

10.0 Min.

Width, m

1.0 Min.

Length, m

25.0 Min.

Unit Weight 1 g/m2

400±20

Diameter of Twine, mm

700±35

900±45

5.0 mm ± 0.50 mm

Hand and Machine Spuns No. of Twines/m

Crosswise

direction Hand & Machine Ssuns Lengthwise direction

515

40 Min

40 Min

70 Min

40 Min

70 Min

70 Min

2

Material

Tensile Strength, N/twine

Woven Netting made from High Strength 100% Coconut fiber twine Natural Earth Tone 150 Min.

Elongation (Machine Direction), %

26 Min.

34 Min.

42 Min.

32 Min.

38 Min.

32 Min.

Color

(Cross Machine Direction), % "C" Factor

622.4

622.4.1 Quality Control nut geonets manufacturer shall be responsible for The coco establishing and maintaining a quality control program to assure compliance with the requirements of this specification. 622.4.2 E

0.002

Water Velocity, m/sec Water Absorption, %

2.7 Min. 163 Min.

3.35 Min. 146 Min.

Slope Inclination, H : V

5 1:1

1:1 to 60°

Construction Requirements

quipment

ools ecessary for handling aterials and Equipment and t n m performing all parts of the works shall be approved by the Engineer as to design, capacity and mechanical condition. The equipment shall be

4.26 Min. 132 Min. _ 75°

at the jobsite suffic iently ahead of the start of construction operations.

"C" Factor — Safety factor 622.4.3 Site Measureme Table 2 - Physical Properties of Coco-log

Type of Coco-log/Fascine

nt

specific lengths of the Site measurements shall be done to prepare coco-nets to conform the necessary area equirements and the r necessary length for coco-logs to be installed/placed.

Diameter (mm)

Weight (min.) (Kg/m)

Cocolog 100

100

2.0

Cocolog 200

200

4.5

Cocolog 300

300

10

Cocolog 400

400

20

Cocolog 500

500

30

622.4.4 Preparation of Bed Site for net installation shall be graded and sloped to the approved design and any runoff control such as diversions, dikes and berms shall be completed prior to installation. All depression/gullies and eroded portions shall be backfilled for the coco-nets to snugly come in contact with the soil surface. The face of the slope shall be smoothened. Rocks, clods, vegetation (deemed detrimental to the erosion control system to be installed), and other obstructions shall be removed from tip to toe of the slope to ensure complete contact of the coco-nets with the soil.

622.3.3 Backfill Existing vegetations that are considered not detrimental shall be retained, but shall be trimmed down to facilitate the installation of the coconut geonets.

Backfill shall be in accordance with the approved Plan and shall conform to the requirements of Item 104 — Embankment.

622.4.5 Anchoring

622.3.4 Bamboo Stakes

1.

Bamboo stakes shall be mature and shall be 30 to 40 mm in width and 300 mm long.

The coconut geonets shall be secured to the ground using bamboo pegs. An average of 3 pegs per square meter shall be used to ensure uniform contact of coco-net to the ground surface. For loose soils, longer pegs shall be used to have sufficient ground penetration to resist pullout.

622.3.5 Live Plant Stakes (Live Kakuate or Ipil-ipil or Equivalent Species) Live plant stakes shall be kept moist and installed the same day they were prepared and shall be 50 to 150 mm in diameter and 500 mm to 1000 mm in length.

516

Common Soil

A

517

2.

Compacted Soil A combination of bamboo pegs and U-shaped wire staples may be used for compacted, hard to penetrate soil. An average of 3 pegs/staples per square meter shall be used to ensure uniform contact of coco-net to the ground surface.

3.

622.4.8 Vege 1.

2.

When necessary, coco-log/fascines shall be used in conjunction with coco-nets installation to reduce long slopes and as major stopper of downward movement of soil as rainwater carries them downslope. It shall be placed across the slope on contour and shall be pegged with lives stakes (622.3.5) to the ground at 1.0 m intervals. For slopes with loose soil, the coco-logs/fascines shall be installed on trenches. The trench shall be deep enough to accommodate half the diameter of the coco-logs. Contour interval shall be 1.0 m to 8.0 m depending on the steepness of the slope and the erodibility of the soil. 622.4.7 Placing of Coco Coir Peat (Soil Conditioner) After the installation of coconut geonets, coco coir peat-soil mixture shall be distributed evenly on the net protected slope. Thumping and raking shall follow to make the mix settle underneath to ensure appropriate soil moisture and nutrient release as grasses and other planting materials shall be planted.

Grass cover Fast growing leguminous creeping/twining grass cover shall be used for slope faces requiring immediate vegetative cover. It shall be applied to the soil at a rate depending on the desired plant density and the calculated on-site mortality rate of the plants.

622.4.6 Installation/Placing of Coconut Geonets The coconut geonets shall be used on critical cut slopes, embankments and disturbed soils generally steeper than 3:1, where water velocities are likely to wash out soils and new vegetation. Coconets shall be placed and anchored on the graded surface of the slope to maximize net contact with the slope surface. Installation shall begin at the top of the slope with the coco-net laid down and securely anchored 1.0 meter from the edge of the slope by folding underneath the leading edges of the coco-net to ensure that no twines would come loose. After which the coco-nets shall then be unrolled downslope in the direction of the water flow. Adjacent coco-nets shall be installed side-by-side and shall be sewn together using coco coir twine. The coco-nets shall be laid loosely (not stretched) on the ground. Coco-net shall then be fastened and secured firmly to the ground in accordance to Subsection 622.4.5, Anchoring. Anchoring shall be at right angle to the ground surface.

Vetiver Grass Hedgerow s (or any local suitable Live hedgerow of vetiver gras species) slips shall be planted on the slopes at 150 mm plant interval depending on the erosivity of the soil, the steepness of the slope, and the des ign waterflow. Row distance shall likewise depend on the steepness of the slope, and shall range from 1.0 to 4.0 m.

Hard Rock The coconut geonets shall be anchored to solid rock surfaces using metal stake pins with a minimum diameter of 8.0 mm and length of 200 to 300 mm.

tation

3.

Trees If trees shall be used to stabilize a slope, species that have sturdy, long, and deep-penetrating oots shall be r selected. Whereas, in water channels or rivers, app ropriate plants that can thrive in water or water saturated condition, while functioning to prevent bank erosion shall be used. Numerous other considerations shall be taken into account in choosing the proper planting materials. These plant properties shall include, drought resistance, effect on local cology, e aesthetics, etc.

622.4.9 Performance Monitoring aks of the Post project monitoring shall include checking on any bre installed coconut geonets especially at the point of junctions, the growth of grasses and the manifestation of any failure of germination of plants and the sudden outburst of rain that might have inflicted damaged to some sections. Repair works shall be done on damaged sections of the slope and replacement shall be done in case of plant mortality. Watering, weeding and fertilization may be done subject o the t discretion of the contractor's bioengineer or plant specialist. Maintenance activities shall be terminated upon the recommendation of the bioengineer and approval of the owner.

622.5 Certification

PART I — MATERIALS DETAILS

The manufacturer shall file with the purchaser a certificate stating the name of the manufacturer, the composition of the coconut geonets as bioengineering materials and other pertinent information so as to fully describe the coir materials. The manufacturer shall include in the certificate a guarantee stating that the bioengineering materials that are furnished meet the required specifications. The certificate shall be attested by a person having legal authority to bind the company. Either mismarking or misrepresentation by the manufacturer shall be reason to discontinue acceptance under these specifications. The discontinuance of acceptance will be considered to be notice to all wholesaler, jobbers, distributors, agents and other intermediates handling the manufacturer's product.

ITEM 7 700.1

00 — HYDRAULIC CEMENT Portland Cement and Masonry Cement

conform to the requirements of the following cited Cement shall Specificat ions for the type specified or permitted. Type

Specifications

Portland Cement Blended Hydraulic Cements Masonry Cement

AASHTO M 85 (ASTM C 150) AASHTO M 240 (ASTM C 595) AASHTO M 150 (ASTM C 91)

622.6 Method of Measurement The area to, be paid for under this Item shall be the number of square meter (m2) of coco-net, linear meter for coco-log, square meter 2 2 (m ) of live vetiver grass hedgerow and square meter (m ) of effective vegetative growth for grass cover, installed/placed and accepted into the completed project.

When Types IV and V (AASHTO M 85), P and PA (AASHTO M 150) cements are used, proper recognition shall be given to the effects of slower strength gain on concrete proportioning and construction practices. Types S and SA cements will be perm itted only when blended with Portland Cement in proportions approved by the Engineer.

622.7 Basis of Payment

Unless otherwise permitted by the Engineer, the product of only one mill of any one brand and type of Portland Cement shall be used on the project.

The accepted quantity, measured as prescribed in Section 622.6 shall be paid for at the contract unit price for coconut geonets, which price and payment shall be full compensation for preparation of bed and furnishing of all materials for placing/installation of coconut geonets and for furnishing all labor, maintenance of plants, equipment, tools and incidentals necessary to complete the Item.

The Contractor shall provide suitable means of storing and protecting the cement against dampness. Cement which, for any reason, has become partially set or which contains lumps of caked cement will be rejected. Cement salvaged from discarded or used bags shall not be used.

Payment will be made under:

Pay Item Number

Description

Unit of Measurement

622 (1) 622 (2) 622 (3)

Coco-net Coco-logs/Fascine Vegetation

Square meter Linear meter Square meter

The compressive strength of mortar samples tested at 7 days can be considered for acceptance of cement quality provided that the strength of the samples at 7 days is not less than 23.46 MPa which is 85% of the compressive strength requirement for 28 days (27.6 MPa) when tested in accordance with ASTM C 150. ITEM 701 — CONSTRUCTION LIME (HYDRATED) 701.1

General

Hydrated lime shall conform to the requirements of PHILSA ASTM C 207 and shall be of the following type : Type N Type S Type NA Type SA -

520

1-1-68 or

Normal hydrated lime for masonry purposes. Special hydrated lime for masonry purposes. Normal air-entraining hydrated lime for masonry purposes. Special air-entraining hydrated lime for masonry purposes. 521

Type N and S are suitable for use in mortar, in scratch and brown coats of cement plaster, for stucco and for addition to Portland Cement concrete.

c. Wa

ype N (normal hydrated Hydrated lime mortar made with T lime) or Type NA (normal air-entraining lime), after suction for 60 seconds, shall have a water retention value of not less than 75 percent and not less than 85% for Type S and SA, when tested in a standard mortar made from the dry hydrate or from which has been soaked for a putty made from the hydrate period of 16 to 24 hours.

Type NA and SA are air-entrained hydrated limes that are suitable for use in any of the above uses where air-entrainment are desired. Type S and SA hydrated lime develop high, early plasticity and higher water retentivity and by a limitation on their unhydrated oxide content. It is the intent of this Specification to use either the Type N or S for soil stabilization and as filler requirement to bituminous plant mixtures. It is expected to provide pavements with greater resistance to the detrimental effects of water, especially flooding during the rainy season. 701.2

ter Retention

701.4

Grading Requirement

construction purposes shall conform to the Hydrated lime for following grading requirements:

Sieve Designation

Chemical Requirements Standard 0.850 0.075

Hydrated lime for construction purposes shall conform to the following standard chemical requirements.

Alternate US Standard (No. 20) (No. 200)

Mass Percent Passing 100 85 — 100

Percentage Calcium and Magnesium oxides (Non-volatile basis), min. % Carbon dioxide (as received basis), max. % If sample is taken at the place of manufacture If sample is taken at any other place Unhydrated oxides (as received basis) for Type S and SA, max. % 701.3

701.5 60

a.

taken at the place of Samples of construction lime shall be manufacture or at the destination as agreed upon by the parties concerned. If the samples are taken elsewhere than at the place of manufacture, such samples shall be taken within 24 hours of the receipt of the material.

5 7 8

Physical Requirements

Hydrated lime for construction purposes shall conform to following standard physical requirements:

the

Percentage Residue The residue retained on a 0.600 mm (No. 30) sieve shall not be more than 0.57% and not more than 15% on a 0.075 mm (No. 200) sieve.

b.

Sampling

Plasticity The putty made from Type S, special hydrate, or type SA, special air-entraining hydrate, shall have plasticity figure of not less than 200 when tested within 30 minutes after mixing with water.

Sampling shall be conducted as expeditious ly as possible to avoid undue exposure of the material to the air. Samples shall not b mm e taken from broken packages. At least one percent of the package shall be sampled but in no case shall be less than five packages be sampled. Individual packages shall be taken from various parts of the unit being samp led. Each package so taken shall be opened and not less than 0.5 kg shall be taken by means of a sampling tube that takes a core of the material of not less than 2.5 cm in diameter and that is of sufficient length to permit the taking of the sample from the top to the bottom of the mass being sampled. The material removed shall be thoroughly m ixed and quartered. Triplicate samples of not less than 2.5 kg each shall be taken and sealed in properly labelled, air-tight, moisture proof containers. 701.5.1

Sample for Chemical Analysis

e thoroughly The sample as received at the laboratory shall b mixed, quartered, and a representative sample taken and crushed to

pass a 0.150 mm (No. 100) sieve for analysis. The remaining uncrushed portion shall be resealed for further possible tests. 701.6

Rejection

Materials failing to meet the specification requirements shall be reported to the manufacturer within one (1) week after tests have been completed and the cause for rejection shall be stated. 701.7

b.

Packing

c.

Before loading , the producer shall examine the shipping ove all remnants of previous cargoes which container, rem might contaminate the material to be loaded and certify that it was clean and free of contaminating material and loaded. The Contractor shall furn ish with each shipment two copies of the delivery ticket. The delivery tickets shall contain the following information: Consignees

Destination

Lime and limestone products may be shipped in bulk or in containers agreed upon by the manufacturer and the purchaser. The most common units for hydrated lime are paper bags holding 23 kg, 11.5 kg, 4.5 kg or 2.3 kg.

Project Number

Date

Grade

Loading Temp.

ITEM 702 — BITUMINOUS MATERIALS

Net Liters

Specific Gravity At 15.5°C

702.1

Asphalt Cements Net Weight

Asphalt cement shall conform to the requirements of AASHTO M 226. 702.2 Liquid Asphalts Liquid asphalt shall conform to the requirements of the following specifications: Rapid Curing Liquid Asphalts Medium Curing Liquid Asphalts

AASHTO M 81 AASHTO M 82

702.3 Emulsified Asphalts Emulsified asphalts following specifications:

702.4 702.4.1

shall conform to the

Emulsified Asphalt (Anionic)

-

Emulsified Asphalt (Cationic)

-

requirements

of the

AASHTO M 140 (ASTM D 977) AASHTO M 208

Acceptance Procedures for Bituminous Materials

Identification No. (Truck, Car, Tank, etc.) his agent, shall deliver to the d. The Contractor or the supplier as Engineer or his representative a certification signed by an authorized representative of the supp lier to cover the quality and quantity of material and the condition of container for each shipment. The certification shall be essentially in the following form and may be stamped, written or printed on the delivery tickets. "This is to certify that this shipment of (tonnes/litres) or of asphalt meets all Contract Specification requirements of the DPWH, and the shipping container was clean and free from contaminating materia l when loaded. Producer Signed Failure to sign the certification will be a cause to withhold use of the material until it can be sampled, tested and approved.

General 702.4.2 Quality Control Reviews

Bituminous materials will be accepted at the source of shipment subject to the following conditions: a.

The supplier shall conduct laboratory tests of all materials intended for shipment to the Government and certify that the materials meet the Contract Specifications. 524

overnment, or an Quality control reviews will be conducted by the G authorized representative at the point of production, at frequencies prescribed by the DPWH, to determine the reliab ility of the producer's certifications.

If this review indicates that the certifications are not reliable, the acceptance of bituminous materials by certification will be discontinued and the contents of each shipping container will be sampled at point of delivery, tested and accepted prior to incorporation into the work. This procedure will be followed until the engineering determination is made that the supplier's quality control and testing procedures are such that material meeting Contract Specifications is being consistently produced. 702.4.3 Alternate Acceptance Procedures for Asphalt Materials

shipments

a.

b.

Bituminous materials used in direct application on the road. Acceptance samples shall be obtained under the supervision of the Engineer from the conveyances containing the bituminous material at the point of delivery. Single samples shall be taken of each separate tank load of bituminous material delivered, at the time of discharge, into distributors or other conveyances on the project. Bituminous materials initially discharged into storage tanks on the project. Acceptance samples shall be obtained from the line between the storage tank and the distributor of the bituminous mixing plant after each delivery. A single acceptance sample shall be taken after sufficient period of circulation of such bituminous material has taken place to insure samples representative of the total materials then in the storage tank. As soon after sampling as practicable, the acceptance sample shall be delivered by the Engineer to the nearest authorized laboratory for tests to determine compliance.

702.4.4

Requirements for Bituminous Materials containing Antistripping Additives

a. All the foregoing requirements of Item 702 shall apply for the type of bituminous material involved. b.

Additionally, the Contractor or the supplier as his agent, shall furnish the Engineer or his representative along with and at the time of delivery of the initial shipment of fortified bituminous material to the project, and thereafter with the subsequent 526

sealed

he bituminous material taken at the time of loading sample of t at the refinery and prior to introduction of the additive, along with a separate 0.5 litre sample of the anti-stripping additive involved.

702.5 A

pplication Temperatures

materials for the several application indicated in the Bituminous Specifications shall be applied within the temperature ranges indicated in Table 702.1

Where required by the Special Provisions, the following alternate acceptance plan for asphalt material will apply in lieu of (a) and (b) above. The Contractor shall provide delivery tickets and certifications as set out in (a), above. Acceptance samples of bituminous materials shall be obtained in accordance with AASHTO T 40, Sampling Bituminous Materials, at the applicable point of acceptance as defined herein:

1 liter

when ordered by the Engineer,

Table 702.1 — Application Te

Type and Grade Of Material

mperatures

Application Spray (Min./Max.)

Temperature Range (°C) Mix (Min./Max.) 15.5 — 54 29 — 65.5 65.5 — 107 79 — 121 15.5 — 48.9 15.5 — 40.5 32 — 68 51.7 — 93 71 — 107 93 — 126.7 10 — 71 As required to achieve viscosity of 75 — 150 seconds to achieve a Kinematic Viscosity of 150-300 mm2/s (150300) centi-stokes

15.5 — 54

RT 1-2-2

29

RT 4-5-6 RT 7-8-9 RT 10-11-12 RTCB 5-6 ... MC RC-MC RC-MC

30

15.5 — 48.9

30

21

70 250 800

RC-MC

3000

RC-MC

— 65.5

65.5 — 107 79 — 121

40.5 — 85 60 — 107 79 — 129 106.7 — 143 10

All Emulsions Asphalt Cement (All Grades)

— 62.8

— 71

204 Max.

es ranges applicable to Table 702.1 shall apply unless temperatur specific lots of material delivered to the job are supplied by the producer. 702.6

Material for Dampproofing and Wat Masonry Surfaces

Material shall specifications: a. b.

conform

to

the

Primer for use with asphalt Primer for use with tar

527

erproofing Concrete and

requiremen

ts of the following

AASHTO M 116 AASHTO M 121 (ASTM D 43)

Or

h.

It may be a liquid water-gas tar conforming to the following requirements: Specific gravity, 25°125°C Specific viscosity at 40°C (Engler), not more than Total distillate, mass percent 3 not more than Bitumen (soluble in carbon disulphide), not less than Water not more than c.

Tar for mop or seal coats: Coal tar pitch (heated to free flowing but not to exceed 149°C

1.030 — 1.100 3.0

702.7

Asphalt roll roofin

g

Membrane Materia l for Waterproofing Bridge Decks

k waterproofing membrane shall be mesh-reinforced Bridge self-sea ling dec rubberized asphalt preformed membrane and shall have the following properties:

00°, 50.0 98.0 percent 2.0 percent AASHTO M 118, Type B (ASTM D 450)

ASTM D 224, 29.55 kg grade

1.65 mm 57.213 x 10-11 (0.10)

Thickness Permeance-Pe rms Kg/Pa.s.m2 (grains/sq.ft./hr./in.Hg)

ASTM E 96 Method B

Tensile strength

344.5 kPa

ASTM D 882 modified for 25.4 mm opening

Puncture resistance (mesh)

90.8 kg

ASTM E 154

ASTM D 2993

Pliability — 6.35 mm mandrel 180° bend at —8.3°C

No cracks in rubberized asphalt

ASTM D 146

Primer and mastic shall be as recommended by the manufacturer and shall be compatible with the membrane.

Or Tar applied at about 27°C

Rubberized tar (heated to free flowing but not to exceed 121°C

AASHTO M 52, RTCB 5 or 6

d.

Asphalt for mop coat

AASHTO M 115

e.

Waterproofing fabric

ASSHTO M 117 (ASTM D 1668)

Fabric shall be waterproofed with tar or asphalt in agreement with the material specified for prime and mop coats. f.

Tars shall conform to the requirements of AAS

Asphalt plank

AASHTO M 46 (ASTM D 517)

Unless otherwise shown on the plans, planks shall be 30 mm thick and may be from 150 to 300 mm in width but all pieces for one structure shall be of the same width except such "closers" as may be necessary. The lengths shall be such as to permit the laying of the planks to the best advantage on the surface to be covered but shall not be less than 0.9 nor more than 2.5 m.

528

HTO M 52.

702.9 Dust Oils

Mortar materials shall conform to Section 705.5 except that the mortar shall be uniformly mixed to spreading consistency in the proportion of 1 part Portland Cement to 3 parts fine aggregate.

g.

702.8 Tars

Dust oils requirements:

and

clarified dust oil shall c

onform to the following

General

ASTM

Requirements

METHOD

Light

Flash Point, °C (Open tag.), min. Viscosity at 38°C Kinematic, CS Water, % maximum Asphaltenes % Saturates % minimum

D 1310

51.6

51.6

51.6

93.3

D 2170

40-70

90-135

145-200

20-100

D 95

2.0

2.0

2.0

2.0

"D2006 "D2006

3.0-6.0 25

4.0-7.0 25

5.0-8.0 25

0-5.0 10

529

Dust Oil

Clarified

Medium Heavy

Dust Oil

Total Distillate to 288°C, Max. %

**D402

Distillation 35

30

30

Test on residue from Distillation to 288°C Viscosity at D 2170 75-250 200-630 540-1500 100°T, Kinematic, CS Solubility in ***2042 97.0 97.0 97.0 Trichloroethylene, % Min.

1.3 Aggregate for minor concrete structures shall be clean, 703. durab le, uniformly graded sand and gravel, crushed slag or crushed

5 , 20-150

97.0

-

As modified in procedure as "Test Method for Determination of Asphaltene and Saturate Content of Dust Oils" by Materials Testing Laboratory, Region I, USDA Forest Service, Missoula, MT dated November 1970. Copies of the procedure are available from the Regional Materials Engineer, Region I, USDA Forest Service, Missoula, MT 598011. Except that the residue remaining after a temperature of 288°C (instead of 360°C) shall be used for further testing. As modified in procedure identified as "Standard Method of Test for Distillation of Forest Service Dust Oil" dated July 1972. Copies of the procedure are available from the Regional Materials Engineer, Region I USDA Forest Service, Missoula, MT, 59801. Trichloroethylene shall be used as a solvent instead of carbon disulphide. ITEM 703 - AGGREGATES 703.1

Fine Aggregate for Concrete and Incidentals 703.1.1 Concrete

Fine Aggregate for concrete shall conform to the requirements of AASHTO M 6, with no deleterious substances in excess of the following percentages: Clay lumps

3.0 Coal and lignite 1.0 Material passing 0.075 mm sieve 4.0 Other substances — as shown in the Special Provisions Lightweight aggregate, if required or permitted by the Special Provisions, shall meet the pertinent requirements of AASHTO M 195. 703.1.2 Granular backfill filter material for underdrains and filler for paved waterways shall be permeable and shall meet the requirements of AASHTO M 6, except that soundness tests will not be required and minor variations in grading and content of deleterious substances may be approved by the Engineer. 530

of which will pass a 37.5 mm sieve and containing not stone 100 5percent more ,than percent passing the 0.075 mm (No. 200) sieve. 703.2

Coarse Aggregate for Portland Cem

Coarse aggregate for co AASHTO M 80.

ent Concrete

ncrete shall meet the requirements of

Lightweight aggregate, if requ ired or permitted by the Special Provisions, shall conform to the requirements of AASHTO M 195, for the grading specified. 703.3 Aggregate Course

for Portland Cement Treated and Stabilized Base

consist of hard The crushed and uncrushed granular material shall durable stones and rocks of accepted quality , free from an excess of f l at, elongated, soft or disintegrated pieces or other objectionable matter. The method used in obtaining the aggregate shall be such that the finished product shall be as consistent as practica l. All materials passing the 4.75 mm (No. 4) mesh produced in the crushing operation of either the stone or gravel sha ll be incorporated in the base material to the extent permitted by the gradat ion requirements. The plasticity index shall not be less 4 nor more than 10. 703.4 Aggregate for Untreated Subbase, Base or Surfac

e Courses

ments of Aggregate shall consist of hard, durable particles or frag crushed stone, crushed slag or crushed or natural gravel. Materials that break up when alternately wetted and dried shall not be used. Coarse aggregate is the material retained on the 2.00 mm (No. 10) sieve and shall have a percentage of wear of not more than 50 for subbase and not more than 45 for Base and Surface Courses as determine by AASHTO Method T 96. Fine aggregate is the material passing the 2.00 mm (No. 10) sieve and shall consist of natural or crushed sand and fine mineral particles. The fraction passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (two-thirds) of the fraction passing the 0.425 mm (No. 40) sieve. For base courses, the fraction passing the 0.425 mm (No. 40) sieve shall have a liquid limit not greater than 25 and a plasticity index not greater than 6, while for subbase course, the liquid lim it shall not be greater than 35 plasticity index not greater than 12.

531

For surface courses, the fraction passing the 0.425 mm (No. 40) sieve shall have a liquid limit not greater than 35 and a plasticity index not less than 4 or greater than 9.

clay.

All materials shall be free from vegetable matter and lumps or balls of

When crushed aggregate is specified, not less than 50 mass percent of the particles retained on the 4.75 mm (No. 4) sieve shall have at least one fractured face. Gradation of each designated size of aggregate shall be obtained by crushing, screening and blending processes as may be necessary.

703.5 .3

Open-Graded Asphalt Concrete Frictio

n Course

shall conform to Subsections 703.5.1 and 703.5.2 above Aggregate and the following requirements. elatively pure carbonate aggregates R or any aggregates known to polish shall not be used for the coarse aggregate fraction (material retained on the 2.36 mm (No. 8) sieve. n I 75 mass addition, the coarse aggregate fraction shall have at least ight of particles with at least two fractured faces and 90 percent of we ith one or more fractured faces, except that lightweight mass percent w The abrasion loss aggregates need not meet this requirement. (AASHTO T 96) sha ll not exceed 40 mass percent. 703.5.4 Lightweight A

ggregate (except slag)

Materials otherwise meeting the requirements of this Section will

be acceptable whenever such materials produce a compacted course meeting applicable density requirements as specified in Subsections 200.3.3, 201.3.3, 202.3.3 and 203.3.6. 703.5

Aggregate for Bituminous Concrete

703.5.1 Coarse Aggregate Coarse aggregate retained on the 2.36 mm (No. 8) sieve shall be crushed stone, crushed slag or crushed or natural gravel and unless otherwise stipulated, shall conform to the quality requirements of AASHTO M 79. When crushed gravel is used, it shall meet the pertinent requirements of Section 2.1 and 3.1 of AASHTO M 62 and not less than 50 mass percent of the particles retained on the 4.75 mm (No. 4) sieve shall have at least one fractured face. The coarse aggregate shall be of such gradation that when combined with other required aggregate fractions in proper proportion, the resultant mixture will meet the gradation required under the composition of mixture for the specific type under contract. Only one kind shall be used on the project except by permission of the Engineer. 703.5.2 Fine Aggregate

Lightweight aggregate (except slag), if required or permitted by a manufactured by the rotary kiln process. Special Provisions, shall be The material shall consist of angular-fragments uniform in density and reasonably free from flat, elongated or other deleterious substances. The material shall show an abrasion loss of less than 45 mass percent The dry mass per when tested in accordance with AASHTO T 96. cubic metre shall not exceed 1080 kg. After testing through five cycles xceed ten of the magnesium sulfate soundness test, the loss shall not e (10) mass percent. 703.6

Aggregate for Bituminous Plant Mix Surfacing

arget Aggregate shall be uniformly graded from coarse to fine. T values for the intermediate sieve sizes shall be established within the limits shown in Table 703.1. The Contractor shall submit the proposed target values in writing to the Engineer for approval. The target gradation is subject to confirmation testing in accordance with Section 307.2 before approval by the Engineer. Any changes in the target gradation are subject to confirmation testing in accordance with Section 307.2, unless otherwise approved in writing by the Engineer. No target gradation adjustment will be permitted during the span of a lot. Table 703.1 - Range of Gradation Target Values

Fine aggregate passing the 2.36 mm (No. 8) sieve shall consist of natural sand, volcanic ash (lahar), stone, stone screenings or slag screenings or a combination thereof and unless otherwise stipulated shall conform to the quality requirements of AASHTO M 29 (ASTM D 1073). Fine aggregate shall be of such gradation that when combined with other required aggregate fractions in proper proportion, the resultant mixture will meet the gradation required under the composition of mixture for the specific type under contract.

Sieve Designation, mm

Mass percent passing square mesh sieves, AASHTO T 11 and T 27, exclusive of mineral filler Range 100 100 50 — 60 38 — 48 3—7

25 (1 inch) 19 (3/4 inch) 4.75 (No. 4) 2.36 (No. 8) 0.075 (No. 200)

The minimum for Sand Equivalent is 35 533

ass the 4.75 mm (No. 4) sieve and not more than 40 percent shall shall p pass the 0.300 mm (No. 50) sieve.

No intermediate sizes of aggregate shall be removed for other purposes without written consent of the Engineer.

Table 703.2 anges — Hot Plant Mix Bituminous Pavements Gradation R (Mass percent passing square sieves, AASHTO T 11 and T 27)

If crushed gravel is used, not less than 50 mass percent of the material retained on the 4.75 mm (No. 4) sieve shall be particles having at least one fractured face. That portion of the composite material passing a 4.75 mm (No. 4)

GRADING Sieve Designation, Mm

sieve shall have a sand equivalent of not less than 35, as determined by AASHTO T 176, Alternate Method No. 2. The aggregate shall show a durability index not less than (coarse and fine) as determined by AASHTO T 210.

37.5 (1-1/2 inch) 25 ( 1 inch)

The material shall be free of clay balls and adherent films of clay or other matter that would prevent thorough coating with the bituminous material. 703.7

19 (3/4 inch) 12.5 (1/2 inch) 9.5 (3/8 inch) 4.75 (No. 4)

Aggregate for Hot Plant- Mix Bituminous Pavement

2.36 (No. 8) 1.18 (No. 16)

The provisions of Subsections 703.5.1, 703.5.2 and 703.5.3 shall apply. The several aggregate fraction for the mixture shall be sized, graded and combined in such proportions that the resulting composite blend meets one of the grading requirements of Table 703.2 as specified in the Schedule. The gradings to be used will be shown in the Special Provisions, adjusted to reflect variations in aggregate densities. The ranges apply to aggregates with bulk specific gravity values that are relatively constant throughout a grading band. When such values vary from sieve to sieve, such as with lightweight aggregates, the ranges for each sieve size shall be adjusted to reflect the variations. 703.8

Aggregate for Cold Plant- Mix Bituminous Pavement

The provisions of Subsections 703.5.1 and 703.5.2 shall apply. 703.8.1

C

D

E

F

G

-

-

-

-

54-75 36-58 25-45

100 95-100 68-86 56-78 38-60 27-47

11-28

18-37 11-28

0-8

6-20 0-8

100 95-100 68-86 56-78 38-60 27-47 18-37 13-28 9-20

100 95-100 74-92 48-70 33-53 22-40 15-30 10-20

100 95-100 75-90 62-82 38-58 22-42 11-28

100 45-65 33-53 10-20

100 95-100 30-50 5-15 -

4-8

4-9

2-10

3-8

2-5

A

B

35

0.600 (No. 30) 0.300 (No. 50) 0.075 (No. 200) p

703.9

100 95-100 75-95 -

Aggregate for Road Mix Bituminous Paveme

nt

onstruction shall be Aggregates for road mix bituminous pavement c crushed stone, crushed slag, or crushed or natural gravel which meet the quality requirements of AASHTO M 62 or M 63 for the specified gradation, except that the sodium sulfate soundness loss shall not exceed 12 mass percent. When crushed gravel is used, at least 50 mass percent of the particles retained on the 2.00 mm (No. 10) sieve shall have at least one fractured face. Gradation shall conform to Grading F of Table 703.2. 703.10

Aggregate for Cover Coats, Surface Treatm Bituminous Preservative Treatment

ents and

Aggregate for Pavement

The several aggregate fractions for the mixture shall be sized, graded and combined in such proportions that the resulting composite blends meet the respective grading requirements of Table 703.3 adjusted to reflect variation in aggregate densities.

Cover aggregate for type 2 seal coat (Item 303) shall consist of anic matter. sand or fine screenings, reasonably free from dirt or org

703.8.2 Aggregate for Top Dressing

Aggregates for type 3 seal coat (Item 303) surface treatments or bituminous preservative treatment shall be crushed stone , crushed slag or crushed or natural gravel. Only one type of aggregate shall be used on the project unless alternative types are approved. ggregates shall A meet the quality requirements of AASHTO M 78.

The material for the top dressing shall consist of dry sand, stone screenings or slag screenings so graded that at least 95 mass percent

When tested in accordance with AASHTO T 182, (ASTM D 1664) aggregate shall have a retained bituminous film above 95 mass percent. 535

703.1 1 Aggregates which do not meet this requirement may be used for bituminous surface treatments and seal coats provided with water resistant film. Lightweight aggregate, if required or permitted by the Special Provisions, shall meet the pertinent requirements of Subsection 703.5.4. When crushed gravel is used, not less than 50 mass percent of the particles retained on the 4.75 mm (No. 4) sieve shall have at least one fractured face. Aggregates shall meet the gradation requirements called for in the Bid Schedule. Table 703.3 Gradation Requirements - Cold Plant Mix Bituminous Pavement (Mass percent passing square mesh sieves, AASHTO T 27) Sieve Designation Standard, mm 37.5 25 19 12.5 4.75 2.36 0.600 0.300

Bottom (Binder) Course

Alternate US Standard 1-1/2" 1" 3A" 1/3" No. 4 No. 8 No. 30 No. 50

100 85 - 100 40 - 70 10 - 35 4 - 16 0-5 -

Wearing (Surface) Course 100 95 - 100 15 - 40 10 - 25 4 - 13 0-5

Table 703.4 Gradation Requirements for Cover Coats (Mass percent passing square mesh sieves, AASHTO T 27)

Sieve Designation

Grading designation with corresponding size No. from AASHTO M 43 (ASTM D 448) modified

Std. mm

Alt US Std

A (No.5)

B (No.6)

C (No.7)

D (No.8)

E (No.9)

F (No.10)

37.5 25 19 12.5 9.5 4.75 2.36 0.075

1-1/2" 1" 3/4" 1/2" 3/8" No. 4 No. 8 No. 200

100 90-100 0-10 0-2

100 90-100 0-15 0-2

100 90-100 0-15 0-2

100 85-100 0-10 0-2

100 85-100 0-2

100 85-100 0-10

536

Blotter

r material shall conform to the gradation Aggregate for blotte 10). requirements of AASHTO M 43 (ASTM D 448), size 2.00 mm (No. The agg regate shall be free from vegetable or other deleterious materials. Table 703.5 r Bituminous Surface Treatments Gradation Requirements fo (Mass percent passing square mesh sieves, AASHTO T 27)

Sieve Designation Std. mm

Alt US Std

Grading designation with corresponding size No. from AASHTO M 43 (ASTM D 448) modified A (No.5)

B (No.6)

C (No.7)

D (No.8)

E (No.9)

F (No.10)

100

-

-

-

90-100 40-70 0-15 0-5 -

100 85-100 10-30 0-10 -

100 85-100 10-40 -

100 85-100 60-100 0-10

37.5 25

1-1/2" 1"

100 90-100

100

19 12.5 9.5 4.75 2.36

" 1/2" 3/8" No. 4 No. 8 No. 100

20-25 0-10 0-5 -

90-100 20-55 0-15 0-5 -

0.150

3/4

Table 703.6 - Gradation Requirements Treatment for Bit

Sieve Designation Standard mm 19 9.5 4.75 2.36 0.075 703.12

uminous Preservative

Mass percent passing square mesh Sieves, AASHTO T 27

Alternate US Standard 3A" 3/8" No. 4 No. 8 No. 200

Grading A

Grading B

-

100

100

-

45 - 80 28 - 64 0 - 12

45 - 80 28 - 64 0 - 12

Bed Course Material

ays and curbing Bed course material for sidewalks, paved waterw shall consist of cinders, sand, slag, gravel, crushed stone or other approved material of such gradation that all particles w ill pass through a sieve having 37.5 mm square openings. Bed course material for slope protection shall be a porous, freedraining material consisting of sand, gravel, cinders, slag, crushed stone 537

or other approved free-draining material. This material shall be uniformly graded and of such size that 100 percent of the material will pass through a sieve having 37.5 mm square opening.

g shall consist of clean, tough, durable pieces of blast Crushed sla furnace slag, reasonably uniform in density and quality and reasonably free from glassy pieces.

703.13

703.15

Sheathing Material

Sheathing material shall conform to either (a) or (b) below: a.

Sound, durable particles of gravel, slag or crushed stone meeting the following gradation:

Sieve

703.14

Aggregates for salt stabilized base course shall consist of hard cles or fragments of slag, stone or gravel, screened or durable parti crushed to the requ ired size and grading.

Mass percent passing

That portion of the material passing a 0.425 mm (No. 40) sieve shall have a plasticity index of not over 6, as determined by AASHTO T 90.

100 0— 10 0— 2

The material shall be visually free from vegetable matter or lumps or balls of clay and shall meet the requirements for one of the gradings given in Table 703.8 as called for in the Bid Schedule.

75 mm (3") 4.75 mm (No. 4) 0.075 mm (No. 200) b.

Aggregates for Salt Stabilization

Table 703.8

Clean noncementitious sand meeting the requirements of Subsection 703.1.2.

Gradation Requirements for Aggregates for Salt Stabilized Base Course

Aggregates for Subgrade Modification

grading. The material shall be visually free from vegetable matter and lumps or balls of clay and shall meet the requirements for one of the gradings given in Table Schedule.

Table 703.7 Grading Requirements — Aggregates for Subgrade Modification

Sieve Designation Standard mm 75 37.5 25 4.75 0.075

Standard, mm

703.7 whichever is called for in the Bid

That portion of the material passing a 0.425 mm (No. 40) sieve shall have a plasticity index of not over 6, as determined by AASHTO T 90.

Alternate US Standard 3" 1-1/2" 1" No. 4 No. 200

Mass percent passing square mesh sieves using AASHTO T 27 Grading A 100 30 — 70 0 - 15

538

Grading B 100 30 — 70 0 - 15

Grading C 100 40 — 80 5 — 20

Mass percent passing square mesh

Sieve Designation

The material shall consist of hard, durable particles or fragments of slag, stone or gravel, screened or crushed to the required size and

75 50 37.5 25 19 9.5 4.75 2.00 0.425 0.075

sieves, AASHTO T 11 and T 27 Grading A Grading B

Alternate US Standard 3" 2" 1-1/2" 1" %,,

100 70 — 100 50 — 80 35 — 45 25 — 50 15 — 30 7 — 15

3/8" No. 4 No. 10 No. 40 No. 200

100 70 — 100 50 — 80 40 — 70 30 — 60 20 — 50 10 — 30 7 — 15

Gradation varies with top size of material and should be based on size of largest material used. For instance, if largest size is mm, gradation should be under heading B; if 25 mm, under A. 703.16

Aggregates for Emulsified Asphalt Treated Base Course

Aggregate shall consist of coarse aggregate of crushed gravel, crushed slag or crushed stone, composed of hard, durable particles or fragments and a filler of finely crushed stone, sand, slag or other finely divided mineral matter. The portion of the material retained on a 4.75 mm (No. 4) sieve shall be known as coarse aggregate and that portion 539

50

passing a 4.75 mm (No. 4) sieve shall be known as fine aggregate. The material shall meet one of the grading requirements of Table 703.9. Table 703.9 Grading Requirements for Aggregates for Emulsified Asphalt Treated Base

703A.2 G 703A.2.1

eneral Requirements

F iller material for bituminous bases or pavements shall meet the requirements of AASHTO M 17, Mineral Filler for Bituminous Paving Mixtures.

703A.2.2 P (Mass percent passing square mesh sieves, AASHTO T 11 & T 27) Sieve Designation Standard mm 37.5 25 19 12.5 4.75 2.00 0.300 0.075

Alternate US Standard 1-1/2" 1" 3/,,,,

(Mass percent passing square mesh sieves, AASHTO T 11 & T 27) GRADING A

GRADING B

GRADING C

100 95 — 100

100 95 — 100 50 — 85 26 — 59 17 — 48

100 95 — 100 65 — 100

1/2" No. 4 No. 10 No. 50 No. 200

0—9 0—2

If crushed gravel is used, not less than

2 — 10

12 — 35 3 - 12

65 mass percent of the

hysical Requirements

Mineral filler shall be graded within the following limits:

Sieve

Maximum Perfect Passing

0.600 mm (No. 30) 0.300 mm (No. 50) 0.075 mm (No. 200)

100 95— 100 70— 100

The mineral filler shall have a plasticity index not greater than 4. Plasticity index limits are not appropriate for hydraulic lime and cement. 703A.3 Methods of Sampling 703A.3.1 Materials in Bulk

Coarse aggregate shall have a percent of wear of not more than 35 at 500 revolution, as determined by AASHTO T 96.

Sampling from bins, piles or cars — A sampling tube that takes a core not less than 25 mm in diameter may be used to obtain sample portions from one or more location as required to obtain a field sample of at least 5 kg. Sample portions may be taken from holes dug into the material at 5 or more locations to provide a field sample of at least 5 kg.

The aggregate shall show a durability factor not less than 35 (coarse and fine) as determined by AASHTO T 210 (Production of Plastic Fines in Aggregates).

Sampling from conveyors — Sample portions shall be taken at regular intervals during the time of movement of the materials in the unit being sampled to provide a field sample of at least 5 kg.

coarse aggregate particles retained on a 4.75 mm (No. 4) sieve shall be particles having at least one fractured face.

The material shall be free of clay balls and adherent films of clay or other matter that would prevent thorough coating with bituminous material. ITEM 703A — MINERAL FILLER 703A.1 Description Mineral filler shall consist of finely divided mineral matter such as rock dust, slag dust, hydrated lime, hydraulic cement, fly ash or other suitable mineral matter. It shall be free from organic impurities and at the time of use, shall be sufficiently dry to flow freely and shall be essentially free from agglomerations.

540

703A.3.2 Materials in Packages From the unit to be sampled, select at least one percent of the packages at random for sampling, but in no case shall fewer than 5 packages be selected. Take a sample portion from a hole dug into the top of each package selected for sampling. A sampling tube may be used that takes a core not less than 25 mm diameter. Insert the tube into the package to substantially sample the entire length of the package. Combine the sample portions taken to obtain a field sample of at least 5 kg. 703A.4 Shipping Samples Mineral filler shall be shipped in a clean, moisture-proof container and packaged securely to prevent the loss of material during handling. 541

Reduce the field sample to a minimum size of 2.5 kg to submit for testing, using the method of quartering.

illers for joints shall conform to the requirements of Preformed f 153, AASHTO M 213, AASHTO M 33 (ASTM D 994), AASHTO M

703A.5 Methods of Test

AASHTO M 220 , as specified, and shall be punched to admit the dowels lled for on the Plans. The filler for each joint shall be furnished where ca piece for the depth and width required for the joint unless in a singleauthorized by the Engineer. otherwise hen the use of more than one W piece is authorized for a joint, the abutting ends shall be fastened securely and held accurately to shape, by stapling or other positive fastening satisfactory to the Engineer.

The properties enumerated in this Specification shall be determined in accordance with the following AASHTO Method of Test: Gradation Plasticity Index

T 37 T 90

ITEM 704 — MASONRY UNITS 704.1

Clay or Shale Brick

Brick shall conform to the requirements of one of the following specifications: Sewer Brick Sewer Brick Building Brick

AASHTO M 91, Grade SM ASTM C 32, Grade SM AASHTO M 114, Grade SW, or ASTM C 62, Grade SW

The grade will be shown on the Plans or in the Special Provisions. 704.2

Concrete Brick

Concrete brick shall conform to the requirements of ASTM C 55, Grade A. 704.3 Concrete Masonry Blocks Concrete masonry blocks may be rectangular or segmented and, when specified, shall have ends shaped to provide interlock at vertical joints.

705.2

Joint Mortar

Pipe joint mortar shall consist of one part Portland Cement and two parts approved sand with water as necessary to obtain the required consistency. Portland Cement and sand shall conform respectively to Section 700.1 and 703.1. If shown in the Special Provisions, air entrainment conforming to Section 708.3 shall be provided. Mortar shall be used within 30 minutes after its preparation. 705.3

Rubber Gaskets

Ring gaskets for rigid pipe shall conform to the requirements of AASHTO M 198. Continuous flat gaskets for flexible metal pipe shall conform to the requirements of ASTM D 1056 with grade SCE 41 used for bands with projections or flat bands and grade SCE 43 for corrugated bands. Gaskets thickness for bands with projections or flat bands shall be 12.5 mm greater than the nominal depth of the corrugation and shall be 9.5 mm for corrugated bands. 705.4

Oakum

Oakum for joints in bell and spigot pipe shall be made from hemp (Cannabis Sativa) line, or Benares Sunn fiber, or from a combination of these fibers. The oakum shall be thoroughly corded and finished and practically free from lumps, dirt and extraneous matter.

Solid blocks shall conform with the requirements of ASTM C 139 or ASTM C 145, grade as specified. Hollow blocks shall conform to the requirements of ASTM C 90, grade as specified.

705.5

Dimensions and tolerances shall be as individually specified on the Plans.

Unless otherwise indicated on the Plans, masonry mortar shall be composed of one part Portland Cement or air-entraining Portland Cement and two parts fine aggregate by volume to which hydrated lime has been added in an amount equal to ten (10) mass percent of the cement. In lieu of air-entraining cement, Portland Cement may be used with an air-entraining admixture in accordance with the applicable provisions of Item 405.

ITEM 705 — JOINT MATERIALS 705.1

Joint Fillers

Poured filler for joints shall conform to the requirements of AASHTO M 173.

705.5.1

Mortar for Masonry Beds and Joints Composition

For masonry walls not exceeding 1.8 m in height, a mortar composed of one part masonry cement and two parts fine aggregate by

volume maybe substituted for the above mixture of Portland Cement, lime and fine aggregate. For other construction, masonry cement may be used if and as shown on the Plans. 705.5.2 Materials Either Type I or Type IA air-entraining Portland Cement, conforming to AASHTO M 85 may be used, except that when the contract contains an item for concrete under Item 405, the Contractor may use the same type as is used for that work. Masonry cement shall conform to the requirements of AASHTO M 150 (ASTM C 91). Fine aggregate shall conform to the requirements of AASHTO M 45 (ASTM C 144). Hydrated lime shall meet the requirements for Residue, Popping and Pitting, and Water retention shown for Type N lime in Section 701.3 (ASTM C 207).

705.8

Plastic Water Stops

tops shall be fabricated with a uniform cross-section, Plastic water s free from porosity or other defects, to the nominal dimensions shown on the Plans . An equivalent standard shape may be furnished, if approved by the Engineer. The material from which the water stop be a is fabricated shall homogenous„ elastomeric, plastic compound of basic polyvinyl chloride and other material which, after fabrication, will meet the requirements tabulated herein. No reclaimed material shall be used. he Contractor T shall furnish a certificate from the producer, showing values for the designated properties in Table 705.2. The Contractor shall furnish samples, in lengths adequate for mak ing designated tests, as ordered by the Engineer. Table 705.1 - Required Properties and Test MethodsFinished Rubber Water Stop

Property Water shall conform to the requirements of Item 714, Water. Air-entraining agents shall conform to the requirements of Section 708.3 AASHTO M 154 (ASTM C 260). 705.6

Copper Water Stops or Flashings

Sheet copper for water stops of flashings shall meet the requirements of AASHTO M 138 (ASTM B 152) for Type ETP, light cold-rolled, soft anneal, unless otherwise specified in the Special Provisions. 705.7

Rubber Water Stops

Rubber water stops may be molded or extruded and have a uniform cross-section, free from porosity or other defects, conforming to the nominal dimensions shown on the Plans. An equivalent standard shape may be furnished, if approved by the Engineer. The water stop may be compounded from natural rubber, synthetic rubber or a blend of the two, together with other compatible materials which will produce a finished water stop meeting the requirements of Table 705.1. No reclaimed material shall be used. The Contractor shall furnish a certificate from the producer to show the general compositions of the material and values for the designated properties. The Contractors shall also furnish samples, in length adequate for making designated tests, as ordered by the Engineer.

Hardness (by shore durometer) Compression set Tensile strength Elongation at Breaking Tensile stress at 300 percent elongation Water absorption by mass Tensile strength after aging

Federal Test Method Standard No. 601

Requirement

3021 3311 4111 ASTM D 412 4131

60 — 70 Maximum 30 percent Minimum 17.23 MPa Minimum 450 percent Minimum 6.20 MPa

6631 7111

Minimum 5 percent Minimum 80 percent original

Table 705.2 - Required Properties and Test MethodsFinished Plastic Water Stop

Property Tensile strength Elongation at breaking Hardness (shore) Specific gravity Resistance to alkali

Water absorption (48 hrs) Cold bending Volatile loss

Method

Requirements

D 638 D 638 D 2240 (Federal test Method No. 406-5011) D 543

Minimum 9.646 MPa Minimum 260 percent 60 — 75 Maximum — 0.02 from manufacturer's value Maximum weight change: - 0.10 percent to + 0.25 percent

D 570 (1) D 1203

No cracking Not more than manufacturer's value

545

7 days using 10% NaOH

-

Maximum hardness change ±5 (shore), Maximum tensile strength decrease: 15%

ced concrete D-load pipe shall meet the requirements of Reinfor AASHTO M 242 (ASTM C 655).

706.3 The cold bend test will be made by subjecting a 25 x 150 x 3 mm strip of plastic water stop to a temperature of —28.8°C for 2 hours. The strip will immediately thereafter be bent 180 degrees around a rod of 6.35 mm diameter by applying sufficient force to hold the sample in intimate contact with the rod. The sample will then be examined for evidence of cracking. At least three individual samples from each lot will be tested and the result reported. 705.9

This pipe shall conform to the requirements of AASHTO M 175 for the d diameters and strength classes. specifie 706.4

Pipe-Joint Packing Compound

This pipe shall conform to the requirements of AASHTO M 178 or specified material, diameters and quality M 179 (ASTM C 4) for the classes. 706.5

Preformed Plastic Sealing Compound

For concrete pipe joints, it shall meet the requirements of Federal Specification SS-S-210.

706.1

Non-Reinforced Concrete Pipe

This pipe shall conform to the requirements of AASHTO M (ASTM C 14) for the specified diameters and strength classes. 706.2

86

Reinforced Concrete Pipe

This pipe shall conform to the requirements of AASHTO M 170 or AASHTO M 242 (ASTM C 655) for specified diameters and strength classes.

176

Vitrified Clay Lined Reinforced Concrete Pipe

Designs for fully lined or half lined pipes of the specified strength classes shall be submitted by the manufacturer for approval. The applicable requirements of AASHTO M 170 and AASHTO M 65 shall govern. Liner or liner elements, shall be clay of first class quality, sound, thoroughly and perfectly burned without warps, cracks or other imperfections and fully and smoothly salt glazed. 706.7

ITEM 706 — CONCRETE, CLAY, PLASTIC AND FIBER PIPE

Porous Concrete Pipe

This pipe shall conform to the requirements of AASHTO M (ASTM C 654) for the specified diameters. 706.6

Packaging compounds for use with sealing compounds specified in Section 705.9 shall be of appropriate sizes and shall meet the requirements of Federal Specification HH-P-117. 705.11

Drain Tile

Hot Poured Pipe-Joint Sealing Compound

It shall meet the requirements of Federal Specification SS-S-169 for the type and class specified. 705.10

Perforated Concrete Pipe

Perforated Vitrified Clay Pipe

This pipe shall conform to the requirements of AASHTO M 65, for pipe with full circular cross-section, for the specified diameters and strength class. When specified, the bell shall have integral spacer lugs to provide for an annular opening and self-centering feature. 706.8 Vitrified Clay Pipe This pipe shall conform to the requirements of Section 706.7 for the specified diameters and strength classes for circular, unperforated or perforated pipe as shown on the Plans. 706.9

Cradle Invert Clay Pipe

Elliptical pipe conforming to the requirements of AASHTO M 207 (ASTM C 507) shall be furnished where specified. Unless otherwise specified, pipe wall design and use of elliptical reinforced concrete arch culvert pipe shall meet the requirements of AASHTO M 206 (ASTM C 506).

706.10

Precast reinforced concrete and sections shall conform to the requirements of the cited specifications to the extent which they apply.

This pipe shall conform to the requirements of AASHTO M (ASTM C 428) for the specified diameters and strength classes.

This pipe shall conform to the applicable requirements of AASHTO M 65. Asbestos Cement Pipe 217

706.11

Perforated Asbestos Cement Pipe

This pipe shall conform to the requirements of AASHTO M the specified diameters. 706.12

706.20 189 for

This pipe shall co (ASTM D 2680).

(ABS) Composite Sewer

nform to the requirements of AASHTO M

264

Bituminized Fiber Pipe 706.21

This pipe shall conform to the requirements of AASHTO M 177, ASTM D 1861 or D 1862. 706.13

Acrylonitrile-Butadiene-Styrene Pipe

Polyvinyl Chloride (PVC) Sewer Pipe and Drain Pipe

This pipe shall conform to the requirements of AASHTO M 304M (ASTM D 2729).

Perforated Bituminized Fiber Pipe ITEM 707 — METAL PIPE

This pipe shall conform to the requirements of Sections 706.12 for the specified diameters. Unless otherwise specified, either Type I or Type II Couplings may be furnished.

707.1

Cast Iron Pipe

This pipe shall conform to the requirements of AASHTO M 206 (ASTM C 506).

This pipe shall conform to the requirements of AASHTO M 64 or ASTM A 716 for the specified diameters and strength classes. Unless otherwise specified, either smooth, corrugated or ribbed pipe may be furnished. Pipe of diameter in excess of 1.2 m shall conform to ANSI Standard for Cast Iron Pit Cast Pipe for specified diameter and strength class.

706.15

707.2

706.14

Reinforced Concrete Arch Culvert, Storm Drain and Sewer Pipe

Reinforced Concrete Elliptical Culvert, Strom Drain and Sewer Pipe

707.2.1 This pipe shall conform to the requirements of AASHTO M 207 (ASTM C 507). 706.16

Reinforced Concrete D-load Culvert, Storm Drain and Sewer Pipe

Plastic and Polyethylene Corrugated Drainage Pipe or Tubing

This pipe shall conform to the requirements of AASHTO M 252. 706.18

Precast Reinforced Concrete Box Sections for Culverts, Storm Drains and Sewers

These sections shall conform to the requirements of AASHTO M 259. 706.19

Acrylonitrile-Butadiene-Styrene (ABS) Sewer Pipe and Fittings

This pipe shall conform to the requirements of ASTM D 2751. 548

Riveted Pipe and Pipe Arches

The conduit shall conform to the requirements of AASHTO M 36 and M 218 for the specified dimensions and thicknesses. 707.2.2 Welded Pipe and Pipe Arches Corrugated steel pipe and pipe arches fabricated by resistance spot welding shall comply with the applicable requirements of AASHTO M 36 and M 218.

This pipe shall conform to the requirements of AASHTO M 242 (ASTM C 655). 706.17

Corrugated Iron or Steel Pipe and Pipe Arches

1

707.2.3 Helical Pipe Unperforated helically corrugated pipes shall conform to sizes shown on the Plans and with the applicable requirements of AASHTO M 36 and M 218. 707.2.4 Special sections, such as elbows and fabricated flared end sections, shall conform to the applicable requirements of AASHTO M 36 and M 218. Coupling bands shall conform to AASHTO M 36 and M 218, except that use of bands with projections (dimple bands) will be limited to end sections and to pipe laid on grades under 10 percent.

Bands of special design that engage factory reformed ends of corrugated pipe may be used. Steel sheets of the required compositions may be furnished with commercially produced corrugation dimensions other than those specified in AASHTO M 36 and M 246, if shown on the Plans or approved by the Engineer. 707.3

Bituminous Coated Corrugated Iron or Steel Pipe and Pipe Arches

707.5

Special sections, such as elbows and other sections shall conform to the applicable requirements of AASHTO M 190. Coating and invert paving shall be of the type specified. Flared end sections shall conform to the requirements of AASHTO M 243 for the coating specified.

197.

707.7

This pipe shall conform to the requirements of AASHTO M 36 and M 218 for the specified diameters and types. Galvanized metal partcircle pipe may be used if permitted by the Special Provisions and shown in the Bid Schedule.

Corrugated Aluminum Alloy Pipe for Underdrains 07.6.

Bituminous Coated Corrugated Aluminum Alloy C Pipe

ulvert

This pipe shall conform to the requirements of Section 707.6 and requirements shall be coated with bituminous material conforming to the of AASHTO M 190. Coating and invert paving shall be of the type specified. 707.9 Bituminous Coated Corrugated Aluminum Alloy P ipe Underdrain This pipe shall conform to the requirements of Section 707.6 and shall be coated with bituminous material conforming to the requirements of AASHTO M 190, type of coating as specified. 707.10

Structural Plate for Pipe, Pipe Arches and Arches

These conduits and bolts and nuts for connecting plates shall conform to the requirements of AASHTO M 167. 707.11

Corrugated Iron or Steel Pipe for Underdrains

ents of AASHTO M 196 and M

This pipe shall conform to the requirements of Section 7

The Engineer may waive the imperviousness test for coated pipe if no separation of coating from metal is observed.

707.4

Corrugated Aluminum Alloy Culvert Pipe

This shall conform to the requirem

707.8

When asbestos bonded bituminous coating is specified, these requirements shall equally apply and in addition, the special process of embedding asbestos fiber in the molten metallic bonding medium shall be used to bond the bituminous coating. Asbestos-bonded corrugated metal pipe shall be fabricated in accordance with AASHTO M 36 using asbestos-bonded sheets which shall be coated with a layer of asbestos fibers pressed into the molten zinc bonding medium. Immediately after the metallic bond has solidified, the asbestos fibers shall be thoroughly impregnated with a bituminous saturant. The finished sheets shall be uniformly coated and free from blisters. After fabrication, the culvert sections shall be treated as specified for either Type A, B or C, as called for in the Bid Schedule, in accordance with AASHTO M 190. Coupling bonds shall be fully coated with bituminous material conforming to the requirements of AASHTO M 36 and M 190, Type A. The use of bands with projections (dimple bands) will be limited to end sections and to pipe laid on grades under 10 percent.

Iron Steel Pipe for Underdrains

This pipe sha ll conform to the requirements of AASHTO M 36 and shall be coated with bituminous material to meet the M 218 and 190, Type A coating, except that the requirements of ASHTO M minimum coatingAthickness shall be 0.75 mm. Coupling bands shall be The specified minimum diameter of perforations shall ted. fully coa apply after coating. The Engineer may waive the imperviousness test if no separation of coating from the metal is observed. 707.6

These conduits, coupling bands and special sections, shall conform to the requirements of AASHTO M 190 coating Type A, B or C as specified. Coupling bands shall be fully coated with bituminous material.

Bituminous Coated

Full Bituminous Coated Structural Plate Pipe, Pipe Arches and Arches

These conduits shall conform to the requirements of Section 707.10 and shall be coated with bituminous material conforming to the requirements of AASHTO M 243, type of coating as specified.

707.12

Aluminum Alloy Structural Plate for Pipe, Pipe Arches and Arches

is used as an ingredient of concrete and is added to the batch in controlled amounts immediately before or during mixing to produce some desired modification to the properties of the concrete.

These conduits and the bolts and nuts for connecting plates shall conform to the requirements of AASHTO M 219. 707.13

Full Bituminous Coated Aluminum Alloy Structural Plate Pipe, Pipe Arches and Arches

708.2 Type

s of Chemical Admixtures for Concrete

The concrete chemical admixture shall be classified as follows and shall

These conduits shall conform to the requirements of Section 707.12 and shall be coated with bituminous materials conforming to the requirements of AASHTO M 190, type of coating as specified. 707.14

An admixture that accelerates the time of setting and early strength development of concrete.

Precoated, Galvanized Steel Culverts and Underdrains

These conduits shall conform to the requirements of AASHTO M 245 and M 246. 707.15

ents of AASHTO M 194. conform to the requirem a. Type A — Accelerating Admixtures

b.

An admixture that delays the time of setting of concrete.

Slotted Pipe

Slotted pipe shall be the angle slot pipe or the grate slot type. The type of slotted pipe to be installed shall be at the option of the Contractor. Slot angles for the angle slot drain shall conform to the requirements of ASTM S 36. Grate assemblies for the grate slot drain shall conform to ASTM A 36 or A 576. Slot angles and grate slot assemblies shall be galvanized in accordance with the provisions of Subsection 712.07, Frames, Gratings, Covers and Ladder Rungs, of the Standard Specification Federal Highway Projects FP-79. Flashing shall be commercial quality and shall be galvanized with G 165 coating designation conforming to the provisions in ASTM A 525. Bolts and nuts shall conform to the provisions of ASTM A 307. Structural tubing spacers shall conform to the provisions in ASTM A 501. Said bolts, nuts and spacers shall be galvanized in accordance with the provisions of AASHTO M 111.

c.

d.

Admixtures -

A material, other than water, aggregates and hydraulic cement (including blended cement) that 552

Type D — Water-reducing High Range, Admixtures An admixture that decreases the quantity of mixing water required to produce concrete of a given consistency by 12 percent or greater.

e.

Type E — Water-Reducing and Accelerating Admixtures An admixture that decreases the quantity of mixing water required to produce concrete of a given consistency and hastens the time of setting and early strength development of concrete.

f.

Type F — Water-Reducing and Retarding Admixtures An admixture that decreases the quantity of mixing water required to produce concrete of a given consistency and delays the time of setting of concrete.

Description

This Item specifies the classification, sampling, testing, packing and marking of concrete admixtures. It also specifies the physical requirements for concrete with each type of chemical admixtures.

Type C — Water-reducing Admixtures An admixture that reduces the quantity of mixing water required to produce concrete of a given consistency.

ITEM 708 — CHEMICAL ADMIXTURES FOR CONCRETE 708.1

Type B — Retarding Admixtures

g.

Type G — Water-Reducing, High Range, and Retarding Admixtures An admixture that decreases the quantity of mixing water required to produce concrete of a given consistency of

12 percent or greater and delays the time of setting of concrete. 708.3

Air-Entraining Admixtures

Air-entraining admixtures shall conform to the requirements of AASHTO M 154 (ASTM C 260). 708.4

Physical Requirements

The concrete in which each of the types of chemical admixtures are used shall conform to the physical requirements given in Table 1. Table 1 — Physical Requirements of Chemical Admixtures for ConcreteA

PHYSICAL PROPERTY Water Content, percent of control, maximum Time of setting, allowable deviation from control, hour Initial Minimum Maximum

Final : Minimum Maximum

Compressive Strength, percent of

Type A

Type B

Type C

Type D

Type E

Type F

Type GB

95

-

-

95

95

88

88

-

1.0 later

1.0 earlier

1.0 later

1.0 earlier

1.0 earlier nor 1.5 later -

3.5 later

-

1.0 earlier

-

1.0 earlier

1.0 earlier nor 1.5 later

3.5 later

-

3.5 later

-

3.5 earlier

3.5 later

3.5 earlier

-

1.0 later

1.0 earlier nor 1.5 later -

3.5 later

1.0 earlier nor 1.5 later

3.5 later

control minimum:u 1 day 3 days 7 days 28 days 6 months 1 year Flexural Strength, percent of control, c minimum: 3 days 7 days 28 days Length Change, maximum shrinkage (Alternative requirements)D Percent of control Increase over Control Relative durability factor minimum A

B

-

110 110 110 100 100

90 90 90 90 90

125 100 100 90 90

110 110 110 100 100

125 110 110 100 100

140 125 115 110 100 100

125 125 115 110 100 100

100 100 100

90 90 90

110 100 90

100 100 100

110 100 100

110 100 100

110 100 100

135

135

135

135

135

135

135

0.010

0.010

0.010

0.010

0.010

0.010

0.010

80

80

80

80

80

80

80

The values in the table include allowance for normal variation in test results. The objects of the 90% compressive strength for Type B admixture is to require a level of performance comparable to that of the reference concrete. It is recommended that whenever practicable, tests may be made using cement, pozzolan, aggregates, air-entraining admixture, and the mix proportions and batching sequence when used in non-airentraining and air-entrained concrete because the specific effects produced by chemical admixtures may vary with the properties and proportion of the other ingredients of the concrete. For instance, types "F" and "G" admixtures may exhibit such higher water reduction in concrete mixtures having higher cement factors than 307 ±3 kg/m3. Mixtures having a high range water reduction generally display a higher rate of slump loss. When high range admixtures are used to impart increased workability (15 cm to 20 cm slump), the effect may be of limited duration, reverting to the

original slump in 30 to 60 affecting rate of slump loss.

min depending on factors normally

The compressive and flexural strength of the concrete containing the admixture under test at any test age shall be not less 90% of that attained at any previous test age. The objective of this limit is to require that the compressive or flexural strength of the concrete containing the admixture under test shall not decrease with age. The percent of control limit applies when length change of control is 0.030% or greater; increase over control limit applies when length change of control is less than 0.030%. E

This requirement is applicable only when the admixtures is to be used in air-entrained concrete.

708.5.

3.2

Testing

708.6

Proportioning of Concrete Mixtures, Tests and Procedures for Properties of Freshly Mixed Concrete, Preparation of Test Specimens, Test Specimens of Hardened Concrete and Tests on Hardened ll be in accordance with AASHTO M 1 94. Concrete sha he dmixtures shall be tested in The Concrete containing t a accordance with ASTM C 39, ASTM C 138, ASTM C 192, ASTM C 617. 708.7

When the admixture is to be used in Prestressed concrete, the chloride content of the admixture shall be stated and whether or not chloride has been added during its manufacture. 708.5 708.5.1

The chemical admixtures for concrete shall be sampled either by grab or composite sampling. A grab sample is one obtained in a single operation. A composite sample is one obtained by combining three or more grab samples.

708.5.2.3

ked in 4, 20 or 200-liter The liquid admixtures shall be pac containers made of steel, plastic or other suitable packing materials. These containers shall be properly sealed. The non-liquid admixtures for concrete shall be packed in 25kilogram containers made of steel, plastic, or other suitable packing materials. These containers shall be properly sealed. 708.8

Marking

Each container shall be marked with the

The grab samples taken for quality tests shall represent a unit shipment or a single production lot. Each grab sample shall have a volume of at least 0.5L, a minimum of 3 grab samples shall be taken.

708.5.2.2

Packing

Sampling

708.5.2 Liquid Admixtures 708.5.2.1

oroughly mixing Composite samples shall be prepared by th the grab samples selected and the resultant mixture sampled to provide at least 2.3 kg for complete test.

Liquid admixtures shall be agitated thoroughly immediately prior to sampling. Grab samples shall be taken from different locations and thoroughly mixed to form the composite sample and the resultant mixture sampled to provide for at least 4 liters for complete set. Admixtures in bulk storage tanks shall be sampled equally from the upper, intermediate and lower levels by means of drain cocks in the sides of the tanks or a weighed sampling bottle fitted with a stopper that can be removed after the bottle is lowered to the proper depth.

a. b. c. d. e. f.

Name, form and type of the product; Net mass or volume; Name and address of manufacturer and recognized trademark, if any; Manufacturer's batch number and date of manufacture Made in the Philippines and, Required handling procedures

ITEM 709 — PAINTS 709.1

Description

vehicles, pigments, This Item covers all paint materials including pastes, driers, thinners and mixed paints for steel and wooden structures.

708.5.3 Non-liquid Admixtures 708.5.3.1 The grab samples taken shall represent not more than 2 tons of admixture and shall have a mass of at least 1 kg. A minimum of four grab samples shall be taken. 556

following information:

557

709.2 709.2.1

Material Requirements General

Paint, except, aluminum paint, shall consist of pigments of the required fineness and composition ground to the desired consistency in linseed oil in a suitable grinding machine, to which shall be added additional oil, thinner and drier as required. Aluminum paint shall consist of aluminum bronze powder or paste of the required fineness and composition to which shall be added the specified amount of vehicle. The paint shall be furnished for use in ready mixed, paste or powder form. All paint shall meet the following general requirements: a. The paint shall show no excessive settling and shall easily be redispersed with a paddle to a smooth, homogenous state. The paint shall show no curdling, livering, caking or color separation and shall be free from lumps and skins. b. The paint as received shall brush easily, possess good levelling properties and shall show no running or sagging when applied to a smooth vertical surface. c. The paint shall dry to a smooth uniform finish free from roughness grit, uneveness and other imperfections. d. The paint shall not skin within 48 hours in three quarters filled closed container. e.

709.2.2

709.2.3

The paint shall show no thickening, curdling, gelling or hard caking after six (6) months storage in full, tightly covered container at a temperature of 21°C. The paint shall conform to the specifications as follows: Red Lead Ready-Mixed Paint Aluminum Paint White & Tinted Ready-Mixed Paint Foliage Green Bridge Paint Black Paint for Bridges and Timber Structures Basic Lead Silicon Chromate, ReadyMixed Primer

requirements of the indicated AASHTO M 72 Type I, II, Ill and IV AASHTO M 69 Type I and II AASHTO M 70 AASHTO M 67 AASHTO M 68

ASTM D 83 ASTM D 84 ASTM D 962 ASTM D 605 ASTM D 607 ASTM D 476 ASTM D 211 ASTM D 1199 ASTM D 1638 ASTM D 81 ASTM D 79 ASTM D 263 ASTM D 561 ASTM D 209 ASTM D 261 ASTM D 260 ASTM D 234 Fed Spec. TT-0-367 Fed. Spec. TT-R-266 ASTM D 235 ASTM D 600 ASTM D 13

709.2.4 Drier ht oil drier (material free from These specifications cover both straig resins and "gums"), and Japan drier (material containing varnish "gums"). The drier shall be composed of lead manganese or cobalt, or a mixture of any of these elements, combined with a suitable fatty oil, with or without resins of "gums" and mineral spirits of turpentine, or a mixture of these solvents. The drier shall conform to the following requirements: and suspended matter. a. Appearance — Free from sediment b. Flash Point — (Tag close cup) not less than 30°C. c. Elasticity — The drier when flowed on metal and baked for 2 hours at 100°C shall have an elastic film d. Drying — It shall mix with pure raw linseed oil in the proportion of 1 volume of drier to 19 volumes of oil without curdling, and the resulting mixture when flowed on glass shall dry in not more than 18 hours. d. Color — When mixed with pure, raw linseed oil in the proportion of 1 volume of drier to 8 volumes of oil, the resulting mixture shall be darker than a solution of 6 g of potassium dichromate in 13 cc of pure sulfuric acid (sp. gr. 1.84).

AASHTO M 229

The constituent parts of the paint shall meet the following specifications:

558

Red Lead (97% Pb304) Iron Oxide (85% Fe2O3) Aluminum Powder and Paste Magnesium Silicate Mica Pigment Titanium Dioxide Chrome Yellow Calcium Carbonate Basic Lead-Silicon Chromate Basic Carbonate White Lead Zinc Oxide Chrome Oxide Green Carbon Black Lampblack Prussian Blue Boiled Linseed Oil Raw Linseed Oil Pale Heat Bodied Linseed Oil Alkyd Resin Mineral Spirit Driers Turpentine

709.3 Proportion for Mixing ovide a paint of proper It is the intent of these Specifications to pr brushing consistency, which will not run, streak or sag and which will have satisfactory drying qualities. 559

709.3.1

Aluminum Paint, Field Coats on Structural Steel

The paint shall be mixed in the proportion of 0.242 kg of aluminum powder of paste per liter of vehicle of long oil spar varnish producing a paint containing 21 mass percent pigment and 79 percent vehicle. The weighed amount of powder or paste shall be placed in a suitable mixing container and the measured volume of vehicle then poured over it. The paste or powder shall be incorporated in the paint by vigorous stirring with a paddle. The powder or paste will readily disperse in the vehicle. Before removing any paint from the container, the paint shall be thoroughly stirred to insure a uniform mixture and the paint shall be suitably stirred during the use. The amount of paint enough for one day's use only shall be mixed at one time. When two field coats of aluminum paint are specified, the first coat shall be tinted with lampblack paste or Prussian blue paste in the quantity of 0.024 kg/L or more of paints. The exact quantity used shall be sufficient to give a contrast in color which can be readily distinguished. When three field coats of aluminum paint are specified the second coat shall be tinted. 709.3.2 Aluminum Paint, Field Coats on Creosoted Timber This paint shall be mixed as specified for Aluminum Paint for Structural Steel except that the proportions shall be 0.272 kg of aluminum powder or paste per litre of vehicle. Other paint composition may be used when and as stipulated in the Special Provisions. 709.4

Containers and Markings

All paints shall be shipped in strong, substantial containers plainly marked with mass, color and volume in litres of the paint content, a true statement of the percentage composition of the pigment, the proportions of the pigment to vehicle, the name and address of the manufacturers and the stencil of the authorized inspecting agency. Any package or container not so marked will not be accepted for use under this Specification. ITEM 710 — REINFORCING STEEL AND WIRE ROPE 710.1

AASHTO M 225 (ASTM A 496) Deformed Steel Wire for Concrete Reinforcement ric Welded Steel Wire Fab for Concrete Reinforcement

AASHTO M 55 (ASTM A 185)

Cold-Drawn Steel Wire for Concrete Reinforcement

AASHTO M 32 (ASTM A 82)

Fabricated Steel Bar or Rod Mats for Concrete Reinforcement

AASHTO M 54 (ASTM A 184)

Welded Deformed Steel Wire Fabric AASHTO M 221 (ASTM A 497) of Concrete Reinforcement Plastic Coated Dowel Bars

AASHTO M 254 Type A

Low Alloy Steel Deformed Bars for Concrete Reinforcement

ASTM A 206

res, except No. 2 bars shall 31 and M 53 for be deformed in accordance with AASHTO M 42, M Bar reinforcement for concrete structu

Nos. 3 to 11. the requirements of AASHTO Dowel and tie bars shall conform to M 31 (ASTM A 615/PNS 49) or AASHTO M 42 except that rail steel shall not be used for tie bars that are to be bent and restraightened during construction. Tie bars shall be deformed bars. Dowel bars shall be plain round bars. They shall be free from burring or other deformation restricting slippage in the concrete. efore delivery to the B site of the work, a minimum of one half (1/2) the length of each dowel bar shall be painted with one coat of approved lead or tar paint. The sleeves for dowel bars shal l be metal of an approved design to cover 50 mm, plus or minus 6.3 mm of the dowel, with a closed end, and with a suitable stop to hold the end of the sleeve at least 25 mm from the end of the dowel bar. Sleeves shall be of such design that they do not collapse during construction. Plastic coated dowel bar conforming to AASHTO M 254 may be used.

Reinforcing Steel 710.2

Reinforcing steel shall conform to the requirements of the following Specifications: Deformed Billet-Steel Bars for Concrete Reinforcement

AASHTO M 31 (ASTM A 615/PNS 49)

Wire Rope or Wire Cable

The wire rope or wire cable sha ll conform to the requirements of d strength class. AASHTO M 30 for the specified diameter an

710.3

Prestressing Reinforcing Steel

Prestressing reinforcing steel shall conform to the requirements of the following Specifications: High-tensile wire High-tensile wire strand or rope

AASHTO M 204 (ASTM A 421) AASHTO M 203 (ASTM A 416)

Galvanized coiled spring steel tension wire sha ll be 7 (4.425 mm) to ASTM A 641 hard temper, with Class 3 coating gauge, conforming unless otherwise specified or shown on the drawings. Aluminized coil spring steel tension wire sha ll also be 7 (4.425 mm) gauge, hard temper, hav ing a minimum coating mass of 0.12 kg/m2 of aluminum.

High-tensile alloy bars as follows: 711.4 High-tensile-strength alloy bars shall be cold stretched to a minimum of 895.7 MPa. The resultant physical properties shall be as follows: Minimum ultimate tensile strength Minimum yield strength, measured by the 0.7 percent extension under load method shall not be less than Minimum modulus of elasticity Minimum elongation in 20 bar diameters after rupture Diameters tolerance

1000 MPa followed by stress relieving 895.7 MPa

25,000,000 4 percent +0.762 mm — 0.254 mm

If shown on the Plans, type 270 k strand shall be used, conforming to AASHTO M 203. ITEM 711 — FENCE AND GUARDRAIL 711.1

Barbed Wire

Galvanized barbed wire of the coating class specified shall conform to the requirements of ASTM A 121.

heet steel eams Steel rail elements shall be corrugated s b conforming to the requirements of AASHTO M 180 of the designated class and type. 711.5

711.2

Woven Wire

Galvanized woven wire fence of the coating class specified shall conform to the requirements of ASTM A 116. Aluminum coated woven wire fence shall conform to the requirements of ASTM A 584. 711.3

Chain Link Fence

Chain link fabric and the required fittings and hardware shall conform to AASHTO M 181, for the kind of metal, coating, size of wire and mesh specified.

Timber Rail

fied grade of dry, well The timber rail shall be cut from the speci seasoned and dressed timber stock of the species specified, which shall meet the applicable requirements of AASHTO M 168. Where preservative treatment is specified, this shall conform to the requirements of Section 713.3. Rustic rails shall be straight, sound and free of injurious defects and shall have been cut from live trees not less than 30 days but not more than 1 year before use. They shall have been stripped of bark before seasoning or shall have been stored under water. mmediately before I the logs are used in the work, all knots and projections shall be trimmed and smoothed, and if water cured, all barks shall be peeled. Slight curvature of "wind" to give a pleasing appearance to the structure will be permitted. Logs of only one specie shall be used in the construction of any one continuous length of guardrail. 711.6

Aluminum coated barbed wire shall conform to the requirements of ASTM A 585, with Type I (Aluminum Coated) or Type II (Aluminum Alloy) barbs at the option of the manufacturer.

Metal Beam Rail

Fence Posts

nd dimensions indicated Wood posts shall conform to the details a on the Plans. All wood posts shall be sound, seasoned wood, peeled and with ends cut square or as indicated. he posts shall be straight T and all knots trimmed flush with surface. Where treated posts are called for, the kind and type of treatment shall conform to that indicated on the Plans. When red cedar posts or bracing is furnished, the requirements for peeling may be omitted. All dimensions timber and lumber required for fences or gates shall be sound, straight and reasonably free from knots, splits and shakes. It shall be of the species and grades indicated on the Plans and shall be dressed and finished on four sides.

Concrete posts shall be made of concrete conforming to the specified requirements of concrete, for the class specified, and shall contain steel reinforcement as shown on the Plans, conforming to the requirements of Item 710, Reinforcing Steel and Wire Rope. Steel posts for line-type fencing shall conform to ASTM A 702.

712.1.2 a.

b.

Steel posts shall be galvanized in accordance with AASHTO M 111 except that tubular steel posts shall be galvanized in accordance with ASTM A 120. Fittings, hardware and other appurtenances not specifically covered by the Plans and Specifications, shall be galvanized in accordance with ASTM A 120 and shall be standard commercial grade, and in accordance with current standard practice. Weathering steel posts conforming to the requirements of ASTM A 558, shall be furnished when specified. Aluminum alloy AASHTO M 181. 711.7

posts shall conform to the

requirements of

712.1.3

Eyebars. Steel for eyebars shall be of a weldable grade. This grade includes structural steel conform ing to: Structural Steel, AASHTO M 183; Highway Strength Low Alloy 100 Structural Steel with 344.5 MPa Minimum Yield Point to mm thick, AASHTO M 222 (ASTM A 588 w ith Supplementary Requirement SI of AASHTO M 222 mandatory). High-Strength Low Alloy Structural

a.

b.

Box Beam Rail

Steel box rail elements shall conform to the applicable standards contained in AASHTO-AGC-ARTBA" A Guide to Standardized Highway Barrier Rail Hardware".

High-Strength Low Alloy Structural Stee

712.1.5

Steels of Structural High-Strength Low Columbium-Vanadium Quality, Grade 50, AASHTO M 223 (ASTM A 572 with 223 supplementary requirements S2 of AASHTO M mandatory). High-Strength Low Alloy Structural Steel with 344.5 MPa 100 mm thick, AASHTO M 222 Minimum Yield Point to ment S1 of AASHTO M (ASTM A 588 in Supplementary Require 222 mandatory). High-Strength Structural Steel for R iveted or Bolted Construction

ITEM 712 — STRUCTURAL METAL

It shall conform to:

712.1

a.

Structural Steels General

b. Steel shall be furnished according to the following Specifications. Unless otherwise specified, structural carbon rivet steel shall be furnished.

712.1.6

High-Strength Low Alloy Columbium — Vanadium Steel of Structural Quality, and AASHTO M 223. 344.5 MPa el with High-Strength Structural Minimum YieldLow PointAlloy to 100mm thick,Ste AASHTO M 222.

High-Yield Strength, Quenched and Temp Plate

It shall conform to: 564

l for Welding

It shall conform to:

Guardrail Hardware

Guardrail hardware shall conform to the applicable standards contained in AASHTO-AGC-ARTBA "A Guide to Standardized Highway Barrier Rail Hardware".

712.1.1

Steel

Guardrail Post

Guardrail post shall conform to the applicable standards contained in AASHTO-AGC-ARTBA "A Guide to Standardized Highway Barrier Rail Hardware".

711.9

d, structural carbon Carbon Steel. Unless otherwise specifie steel for riveted, bolted or welded construction shall conform to Structural Steel, AASHTO M 183.

It shall conform to: High-Strength Low-Al loy Columbium-Vanadium Steels of Structural Quality, AASHTO M 223, High-Strength Low Alloy m thick, Structural Steel with 344.5 MPa Minimum Yield Point to 100 m AASHTO M 222.

712.1.4

711.8

Structural Steel

565

ered Alloy Steel

a.

b.

High-Yield Strength, Quenched and Tempered Alloy Steel Plate, suitable for welding, ASTM A 514. High-Strength Alloy Steel Plates, Quenched and Tempered for pressure vessels, ASTM A 517.

c.

Quenched and tempered alloy steel structural shapes and seamless mechanical tubing meeting all the mechanical and chemical requirements of A 514/A 517 steel, except that the specified maximum tensile strength may be 964.6 MPa for structural shapes and 999.05 MPa for seamless mechanical tubing shall be considered as A 514/A 517 steel.

712.1.7

Structural Rivet Steel

It shall conform to Steel Structural Rivets AASHTO M 228, Grade I (ASTM A 502, Grade I). 712.1.8

High-Strength Structural Rivet Steel

It shall conform to Steel Structural Rivets AASHTO M 228, Grade 2 (ASTM A 502, Grade 2). 712.1.9

their nominal Circular washers shall be flat and smooth and shall conform to the dimensions given in Table 712.2 except dimensions that for lock pin and collar fasteners, flat washers need not be used, unless slotted or oversized holes are specified.

High-Strength Bolts

Bolts, nuts and circular washers shall conform to High-Strength Bolts for Structural Steel Joints, including Suitable Nuts and Plain Hardened Washer, AASHTO M 164 (ASTM A 325). High-strength bolts for structural steel joints including suitable nuts and plain hardened washers shall conform to either AASHTO M 164 (ASTM A 325) or AASHTO M 253. When M 164 type 3 bolts are specified, they along with suitable nuts and washers shall have an atmospheric corrosion resistance approximately two times that of carbon steel with copper. Bolts and nuts manufactured to AASHTO M 164 (ASTM A 325) are identified by proper marking as specified on the top of the bolt heads and on one face of the nuts for three different types. Bolts manufactured to AASHTO M 253 shall be identified by marking on the top of the head with the symbol A 490 and the nuts shall be marked on one face with the legend "2H" or "DH". Bolt and nut dimensions shall conform to the dimensions shown in Table 712.1 and to the requirements for Heavy Hexagon Structural Bolts and for Heavy Semi-Finished Hexagon Nuts given in ANSI Standard B 18.2.1 and B 18.2.2, respectively.

Bevelled washers for American Standard Beams and Channe ls or other sloping faces shall be required and shall be square or rectangular, tapered in thickness, and conformed to the dimensions given in Table 712.2. When necessary, washer may be clipped on one side to a point not closer than 0.875 (7/8) of the bolt diameter from the center of the washer. Other fasteners or fasteners assemblies which meet the Materials, Manufacturing, and Chemical Composition requirements of AASHTO M 164 (ASTM A 325) or AASHTO M 253 and the Mechanical Property requirements of the same specification in full-size tests, and have body diameter and bearing areas under the head and nut, or other equivalent, not less than those provided by a bolt and nut of the same nominal dimensions prescribed in the previous paragraph, may be used. Such alternate fasteners may differ in other dimensions from those of the specified bolts and nuts. Their installation procedure may differ from those specified in AASHTO Bridge Specification. Article 2.10.20 (D) and their inspection may differ from that specified in Article 2.10.20 (E). When a different installation procedure or inspection is used, it shall be detailed in a supplemental specification applying to the alternate fastener and that specification must be approved by the Engineer. Subject to the approval of the Engineer, high strength steel lock-pin and collar fasteners may be used as an alternate for high strength bolts or rivets as shown on the Plans. The shank and head of the high strength steel lock-pin and collar fasteners shall meet the requirements of the preceding paragraph. Each fastener shall provide a solid shank body of sufficient diameter to provide tensile and shear strength equivalent to or greater than the bolt or rivet specified, shall have a cold forged head on one end, of type and dimensions as approved by the Engineer, a shank length suitable for material thickness fastened, locking grooves, break neck groove and pull grooves (all annular grooves) on the opposite end. Each fastener shall provide a steel locking collar of proper size for shank diameter used which by means of suitable installation tools, is cold swaged into the locking grooves forming a head for the grooved end of the fastener after the pull groove section has been removed. The steel locking collar shall be a standard product of an established manufacturer of lock-pin and collar fasteners as approved by the Engineer.

712.1.10

Copper Bearing Steels

Table 712.2 — Nominal Washer Dimensionsa

When copper bearing steel is specified, the steel shall contain not less than 0.2 percent of copper. 712.2

Beams and Channels

Forgings

Steel forgings shall conform to the specifications for Steel Forgings, Carbon and Alloy, for General Industrial Use, AASHTO M 102, (ASTM A 668, Classes C, D, F & G). 712.3

Pins and Rollers

Pins and rollers more than 228.6 mm in diameter shall be annealed carbon-steel forgings conforming to AASHTO M 102, Class C1. Pins and rollers 228.6 mm or less in diameter shall be either annealed carbon-steel forgings conforming to AASHTO M 102 (ASTM A 668), Class C1 or cold finished carbon-steel shafting conforming to AASHTO M 169, grade 1016 to 1030 (ASTM A 108) inclusive, with a minimum Rockwell Scale B Hardness of 85. Material not meeting the specifications for hardness maybe accepted provided it develops a tensile strength of 482.3 MPa and a yield point of 248.04 MPa. Threads for pins shall conform to the ANSI B1.1 Coarse Thread Series, Class 2k Pin ends having a diameter of 35mm or more shall be threaded (12 threads to every 5 cm). Table 712.1 — Nominal Bolt and Nut Dimensions

Nominal Bolt Size (Diameter) mm

12 15 18 21 25 28 31 34 37

Square or Rectangular Bevelled Washers for American Standard

Circular Washer

Heavy Hexagon Structural Bolts Dimensions in mm Width of Head

Height of

Across Flats 21 26 31 35 40 45 50 54 59

Head 7 9 11 13 15 17 19 21 23

Thread Length

Heavy SemiFinished Hexagonal Nuts Dimensions in mm Width Across Height Flats

25 31 34 37 43 50 50 56 56

21 26 31 35 40 45 50 54 59

12 15 18 21 24 27 30 33 36

Nominal Bolt Size Outside Diameter Diameterb mm mm 12 15 19 22 25 28 31 34 37 43 50 Over 50 to 100 incl.

Nominal Thickness Diameter of Hole Minimum Maximum mm mm mm

26 32 36 43 50 56 62 68 75 84 93

13 16 20 23 26 31 34 37 40 46 53

2D-12

D+3

2 3 3 3 3 3 3 3

4 4 4 4 4 4 4 4

3 c 4 4 d6

4 '7 7 d

8

Minimum Side Dimension

Mean Thickness mm

-

-

Slope or Taper in Thickness mm 40 40 40 40 40 40 40 40 40 -

43 43 43 43 43 43 43 43 43

7 7 7 7 7 7 7 7 7

-

-

-

Dimensions in mm b May be exceeded by 6 mm 4 mm nominal d 6 mm nominal a

712.4

Castings

Castings shall conform to the requirements of the following Specifications: Steel castings for Highway Bridges-AASHTO M 192, Class 70 sha ll be furnished unless otherwise specified. Chromium Alloy Steel Castings-AASHTO M 163 (ASTM A 296), Grade CA-15 shall be furnished unless otherwise specified. Gray Iron Castings — AASHTO M 105 Class No. 30 shall be furnished unless otherwise specified. Iron castings shall be true to pattern in form and dimensions, free from pouring faults, sponginess, cracks, blow holes, and other defects in position affecting their strength and value for the service intended. Casting shall be boldly filleted at angles and the arises shall be sharp and perfect. All castings must be sandblasted or otherwise effectively cleaned of seals and sand so as to present a smooth, clean and uniform surface.

Malleable Castings — ASTM A 47. furnished unless otherwise specified.

Grade No. 35018 shall be The requirements for

workmanship, finishing, and cleaning shall be the same as above for gray iron castings. 712.5

Steel Grid Floors

All steel for grid floors shall conform to the requirements of AASHTO M 183 or AASHTO M 222. Steel grid floors can be weathering steel, galvanized or painted. Unless the floors are of weathering steel or galvanized, the material shall have a minimum copper content of 0.2%. Unless painting of floors is specified in the Special Provisions, open type floors shall be galvanized. 712.6

Steel Pipe

It shall conform to the requirements of ASTM A 53, ASTM A 120. AASHTO M 222 and ASTM A 618, as shown on the Plans or in the Special Provisions. Standard weight pipe shall be furnished unless otherwise shown on the Plans or in the Special Provisions. 712.7

Galvanized Metal

When galvanized structural steel shapes, plates, bars and their products are specified, they shall be galvanized in accordance with the requirements of AASHTO M 111. 712.8

Tensile strength (minimum) Yield strength* (minimum) Elongation (minimum) Reduction in area (minimum) * As determined by 0.2 percent offset

The sheets shall be of uniform thickness and shall be free from cracks, seams, slivers, scale and other defects. Unless otherwise specified, lead sheets shall be 3.8 mm in thickness with a permissible tolerance of 0.75 mm plus or minus. Welded Stud Shear Connectors

Shear connector studs shall conform to the requirements of AASHTO M 169 (ASTM A 108) for cold finished carbon steel bars and shafting, cold drawn bar, Grades 1015, 1018 or 1020, either semi-skilled or fully-skilled. If flux retaining caps are used, the steel for the caps shall be of a low carbon grade suitable for welding and shall comply with ASTM A 109 for cold rolled carbon steel strip.

413.4 MPa 344.5 MPa 20 percent in 50 mm 50 percent method.

Tensile properties shall be determined in accordance with applicable sections of ASTM A 370 for mechanical testing of steel products. Tensile tests of finished studs shall be made on studs welded to test plates using a test fixture with dimensions similar to those shown in Table 712.3. If fracture occurs outside the middle half of the gage length, the test shall be repeated. Finished studs shall be of uniform quality and conditions, free from injurious laps, fins, seams, cracks, twists, bends or other injurious defects. Finish shall be produced by cold drawing, cold rolling or machining. The studs shall conform to the dimensions given in Table 712.3. The Contractor shall furnish the manufacturer's certification that the studs as delivered are in accordance with the material requirements of this Item. Certified copies of in-plant quality control test reports shall be furnished to the Engineer upon request. Table 712.3 — Welded Stud Shear Connector Standard Dimensions and Tolerances mm

Sheet Lead

It shall conform to the requirements of ASTM B 29 for common desilverized lead.

712.9

Tensile properties as determined by tests of bar stock after drawing or of finished studs shall conform to the following requirements:

Shank Diameter (c) 19.05 + 0.00 - 0.381 22.23 + 0.000 - 0.381

Length* (L) 101.6 + 1.575 — 3.175 101.6 + 1.575 — 3.175

Head Diameter (H) 31.75 ± 0.40

Thickness (T) 9.53 min.

34.93 ± 0.40

9.53 min.

Length includes thickness of head. Standard lengths is 101.6 mm but other lengths may be obtained by special order.

ITEM 713 — TREATED AND UNTREATED TIMBER 713.1 713.1.1

General Requirements Timber

It shall be of the species specified on the Plans. Unless otherwise noted on the Plans or in the Special Provisions only the best grade shall be used. It shall be free from loose knots, splits, worn holes, decay, warp, ring separation or any defects which will impair its strength or render it unfit for its intended use. Any specie specified on the Plans may be used for untreated timber and if that specie is not available, a specie of equivalent strength and durability maybe used if authorized by the Engineer. If the timber is to be treated, only those species shall be used which are known to posses properties which make them favorable to treatment. 713.1.2

Paints

When painting of timber is required, the paint shall conform to the requirements of Item 709, Paints. 713.1.3

Preservatives

It shall be creosote oil or creosote-petroleum oil blend as called for on the Plans or by the Special Provisions and shall conform to the Specification for timber preservative of AASHTO M 133. When timber is intended for marine use, the creosote petroleum oil blend shall not be used. 713.2

Untreated Structural Timber and Lumber

Structural timber, lumber and piling shall conform to the applicable requirements of AASHTO M 168 or equivalent. No boxed heart pieces of Douglas fir or redwood shall be used in outside stringers, floor beams, caps, posts, sills or rail posts. Boxed heart pieces are defined as timber so sawed that any point in the length of a sawed piece, the pith lies entirely inside the four faces. Yard lumber shall be of the kinds and grade called for on the Plans. Round poles and posts shall be of the kinds indicated on the Plans. 713.3

Treated Structural Timber and Lumber

Structural timber, lumber and piling to be treated shall conform to the applicable requirements of AASHTO M 168 and M 133 or equivalent.

The type of treatment to be used will be shown on the Plans or in the Special Provisions and shall conform to the applicable requirements of AWPA standard C1 and C14 or equivalent. ITEM 714 — WATER 714.1

Description

This Item covers criteria for acceptance of Questionable Water either natural or wash water for use in concrete. 714.2

Requirements

The mixing water shall be clear and apparently clean. If it contains quantities or substances that discolor it or make it smell or taste unusual or objectionable, or cause suspicion, it shall not be used unless service records of concrete made with it (or other information) indicated that it is not injurious to the quality, shall be subject to the acceptance criteria as shown in Table 714.1 and Table 714.2 or as designated by the purchaser. When wash water is permitted, the producer satisfactory proof or data of non-detrimental effects reactive aggregates are to be used. Use of wash discontinued if undesirable reactions with admixtures occur.

will provide if potentially water will be or aggregates

Table 714.1 - Acceptance Criteria For Questionable Water Supplies Physical Properties Compressive strength, min. % Control at 7 days Time of Setting deviation from control Time of Setting (Gillmore Test) Initial Final Set Appearance Color Odor Total Solids pH value

Limits 90 from 1:00 earlier to 1:30 later

No marked change No marked change Clear Colorless Odorless 500 parts/million max. 4.5 to 8.5

Table 714.2 - Chemical Limitation for Wash Water Chemical Properties Chemical Requirements, Minimum Concentration Chloride as CI") expressed 573

Limits

as a mass percent of cement when added to the

1

CI") in the other components of the concrete mixtures shall not exceed the following levels: 1. Prestressed Concrete 2. Conventionally reinforced concrete in a moist environment and exposed to chloride 3. Conventionally reinforced concrete in a moist environment but not exposed to chloride 4. Above ground building construction where the concrete will stay dry

"Separation" in Table 1 are included in Table 2. 0.06 percent

715.3

0.10 percent

The product shall be subject to sampling and testing. Sampling shall be done in accordance with ASTM D 4354 and testing in Table 1. procedures shall be in accordance with the methods given 715.4

Sampling and Testing

Certification

0.15 percent 715.4.1

Manufacturer's Certificate

No limit for corrosion

Sulfate as SO4, ppmA Alkalies as (Na2O + 0.658 K2O), ppm Total Solids, ppm A

that the filaments or yarns retain dimensional stability network e---su ch ach other, inc luding selvedges. These materials shall relative to e he physical requirements of Table 1 for the indicated conform to t Guidelines for the survivability levels referred to under application.

3000 600 50000

Wash water reused as mixing water in concrete may exceed the listed concentrations of sulfate if it can be shown that the concentration calculated in the total mixing water, including mixing water on the aggregate and other sources, does not exceed that stated limits.

Water will be tested in accordance with, and shall meet the suggested requirements of AASHTO T 26. Water known to be of potable quality may be used without test.

The manufacturer shall file with the purchaser a certificate stating the name of the manufacturer, the chemical composition of the filaments or yarns, and other pertinent information so as to fully describe the geotextile. The manufacturer shall include in the certificate a guarantee stating that the geotextile that is furnished meets the requirements of the specification. The certificate shall be attested to by a person having legal authority to bind the company. Either mismarking or misrepresentation by the manufacturer shall be reason to discontinue acceptance under these specifications. Notice sent to the manufacturer by the purchaser regarding the discontinuance of acceptance will be considered to be notice to all wholesalers, jobbers, distributors, agents and other intermediaries handling the manufacturer's product. 715.5

Quality Control

ITEM 715 — GEOTEXTILES

The geotextile manufacturer is responsible for establishing and maintaining a quality control program so as to assure compliance with the requirements of this specification.

715.1

715.6

Description

This Item covers geotextile fabrics for use in subsurface drainage, hydraulic filter, erosion control, sediment control, pavement structures as a waterproofing and stress relieving membrane, and as a permeable separator to prevent mixing of dissimilar materials such as foundations and select fill materials. 715.2

Physical and Chemical Requirements

Fibers used in the manufacture of geotextiles, and the threads used in joining geotextiles by sewing, shall consist of long-chain synthetic polymers, composed of at least 85 percent by mass polyolefins, polyesters, or polyamids. They shall be formed into a 574

Shipment and Storage

715.6.1 During periods of shipment and storage, the fabric shall be protected from direct sunlight, ultra-violet rays, temperatures greater than 60°C, mud, dust, and debris. To the extent possible, the fabric shall be maintained wrapped in a heavy-duty protective covering. Each shipping document shall include a notation certifying that the geotextile is in accordance with the manufacturer's certificate and guarantee previously filed with the purchaser. 715.6.2 Product Marking Label the fabric and its container with the manufacturer's name, fabric type or trade name, lot number and quantity. 575

715.7.5 Geotextile Silt Fence 715/ 715.7.1

Installation Separation Geotextile

The geotextile shall be unrolled as smoothly as possible on the prepared subgrade in the direction of construction traffic. Adjacent geotextile rolls shall be overlapped in the direction of subbase placement using the guidelines in Table 3. Sewing is recommended where subgrade soils have a CBR value less than 1. The geotextile maybe held in place prior to subbase placement by pins, staples, or piles of fill or rock. On curves, the geotextile maybe folded or cut to conform to the curve. The fold or overlap shall be in the direction of construction and held in place as prescribed above. 715.7.2 Drainage Geotextile In trenches, after placing the backfill material, the geotextile shall be folded over the top of the filter material to produce a minimum overlap of 300 mm for trenches greater than 300 mm wide. In trenches less than 300 mm in width, the overlap shall be equal to the width of the trench. The geotextile shall then be covered with the subsequent course. Successive sheets of geotextile shall be overlapped a minimum of 300 mm in the direction of flow. 715.7.3 Erosion Control Geotextile The geotextile shall be placed and anchored on a smooth graded surface approved by the Engineer. The geotextile shall be placed in such a manner that placement of the overlying materials will not excessively stretch or tear the fabric. Anchoring of the terminal ends of the geotextile shall be accomplished through the use of key trenches or aprons at the crest and toe of slope. In certain applications to expedite construction, 450 mm long anchoring pins placed on 60 to 180 cm centers depending on the slope of the covered area have been used successfully.

Fence construction shall be adequate to handle stress from sediment loading. Geotextile at the bottom of the fence shall be buried a minimum of 150 mm in a trench so that no flow can pass under the barrier. The trench shall be backfilled and the soil compacted over the geotextile. Fence height shall be as specified by the Engineer but in no case shall exceed 900 mm above ground surface. The geotextile shall be spliced together only at a support post with a minimum 150 mm overlap. 715.7.6 Hydraulic Filter The geotextile shall be laid lengthwise down slopes and appropriately anchored along the top edge. Installation horizontally along slopes will not be accepted. Overlaps shall be sufficient to prevent parting of laps during the initial construction or fill stage. On soft soil subgrades the overlap shall not be less than 400 mm. Alternatively the geotextile shall be sawn using a double-stitch portable sewing machine and appropriate thread. 715.8

Method of Measurement

715.8.1 The geotextile shall be measured by the number of square meters from the pavement lines shown on the plans, or from the pavement lines established in writing by the Engineer. 715.8.2 715.8.3 715.8.4

Temporary silt fence will be measured in linear meter. Removed sediment will be measured by the cubic meter. Excavation, backfill, bedding, and cover material are separate pay items. Table 2 Construction Survivability Levels

Site Soil CBR Installation

2

715.7.4 Paving Fabric The fabric shall be placed into the asphalt sealant with minimum wrinkling prior to the time the asphalt has cooled and lost tackiness. As directed by the Engineer, wrinklers or folds in excess of 25 mm shall be slit and laid flat. Brooming and/or pneumatic rolling will be required to maximize fabric contact with the pavement surface. Overlap of fabric joints shall be sufficient to ensure full closure of the joint, but should not exceed 150 mm. Transverse joints shall be lapped in the direction of paving to prevent edge pickup by the paver. A second application of asphalt sealant to fabric overlaps will be required if in the judgment of the Engineer additional asphalt sealant is needed to ensure proper bonding of the double fabric layer.

Equipment Ground Contract Pressure (KPa) Cover Thickness (mm)1 (Compacted 1022'3 152 305 457 H M NR

= High = Medium = Not recommended

>345

345

345

>345

NR NR NR H

NR NR H M

H H M M

H M M M

M M M M

M M M M

Maximum aggregate size not to exceed one-half the compacted cover thickness 2 3

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715.9 Basis of Payment The quantities determined as provided above shall be paid for at the contract price per unit of measurement, respectively, for each pay item listed below.

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716.1.2 Definition

V.

Slurry will be defined as either mineral slurry, polymer slurry, natural slurry formed during the drilling process, water or other fluids used to maintain the stability of the drilled hole to aid in the drilling process or to maintain the quality of the rock socket.

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In addition, the term mineral slurry and polymer slurry will be defined as the final mixed composite of all additives, including manufactured mineral or polymer slurry additives required to produce the acceptable drilling slurry.

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716.1.3.1 The type of drilling slurry to be used will depend on the ground conditions encountered. Use of different types of drilling slurries shall be necessary to drill through different types of ground formations. Some of

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This item shall consist of furnishing and placing either a mineral, polymer, natural slurry or water that will maintain the stability of the side of the drilled hole during the drilling process up to concreting in accordance with this specification and the details shown on the plans.

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ITEM 716 - DRILLING SLURRY

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ground temperature, air temperature, and the type of ground formation being drilled through. It is conceivable that different types of drilling slurries may need to be used on the same contract because of the varying ground conditions within the highway right of way. Three types of drilling slurries are provided for in this Item: water, mineral and polymer. 716.1.3.1.1 Water - Water shall be suitable as drilling slurry under the right conditions. It is inexpensive to use but is limited to ground

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the factors that influence the decision of what type of drilling slurry to use include economics, ground and groundwater intrusion of contamination,

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formations that are strong enough not to deform significantly during

drilling. Likewise, water may be used as drilling slurry when steel casing is used for the entire length of the drilled hole. In both cases, it either serves as a lubricant to maintain the quality of the borehole or as protection to the drilling tools from overheating. 716.1.3.1.2 Mineral - Mineral slurries shall be used in most types of

ground formations although they work best in cohesionless sand and open gravels. Caution shall be taken when using mineral slurries in cohesive materials because they may contain clays that can be incorporated into the mineral slurry and rapidly change the mineral

580

581

slurry's physical properties. In addition, cohesive materials can reduce filtration and filter cakes may not form. Particular 716.1.3.1.3 Polymer — Polymer slurries shall be used in most types of ground formations but it shall not be used in soils classified as "soft" or "very soft" cohesive soils because they will encapsulate and cause settlement of clay particles from the soil cutting. These encapsulated clay particles are similar in appearance and size as sand particles and will cause excessively high false readings of the sand content test value. This problem may also occur in soils that are only slightly cohesive. 716.1.3.2 Both the mineral or polymer slurries, during usage, shall be maintained to a height sufficient to prevent caving. A minimum of 1.5m differential head shall be obtained so that the hydrostatic pressure is greater inside the borehole to prevent entry of ground water formation. 716.2 Materials Requirements 716.2.1 General Requirements The material used to make the drilling slurry shall not be determined to the concrete or surrounding ground strata. Mineral slurries shall have both a mineral grain size that remains in suspension, sufficient viscosity and gel characteristics, sufficient percentage and specific gravity to maintain the stability of the borehole and to allow proper concrete placement. 716.2.2 Physical Requirements 716.2.2.1 Water Water shall be fresh, clean and free of oils, acids, alkalines, salts, organic matter, or other deleterious substances. 716.2.2.2 Mineral Mineral slurries are processed from several different types of clay formations. The most commonly used consist of bentonite and attapulgite clay formation. 716.2.2.2.1 Bentonite suspension, as a drilling slurry, is a mixture of powdered bentonite and water. It will flocculate in the presence of acids and ionized salts and is not recommended for ground formation where salt water is present if without the use of chemical additives. When submitted to laboratory test, Bentonite Suspension must conform to the following specifications:

Wet Screen Analysis (Residue on 200 mesh) Moisture Content, max. Liquid Limit, minimum Marsh Cone Viscosity 1500/1000 of 6%, min. pH of filtered cake Cake thickness on filter-press paper

Specification 0.5% - 4% 15% 440 800 mm 7 — 10 1.5 — 4 mm

The additives if needed, are to be selected in such a way as to guarantee the above specified mud characteristic and to avoid pollution of the mud electrolytes present in water. During drilling work, several parameters of the slurry are to be monitored such as viscosity, density, percentage content of sand and the presence of any contaminating substances. The following are the required specifications:

Property Bentonite Dosage Specific Gravity Marsh Viscosity pH Specific Gravity (Regenerated Slurry) Specific Gravity (During Drilling) Specific Gravity (Before Pouring)

Specification 30-80 kg/cu.m water 1.08 750 mm— 1,250 mm 8-10 1.15 max. 1.30 max. 1.20 max

The mineral slurries shall be mixed and fully hydrated in mixing tanks prior to placement in the drilled hole. Mixing and hydration of mineral slurries usually required several hours. One way to determine that the mineral slurry is thoroughly hydrated is to take Marsh funnel viscosity tests at different time intervals. In general, mineral slurries will achieve their highest viscosity test values when they have stabilized at their highest level. The mineral slurry can then be assumed to be fully mixed and fully hydrated. 716.2.2.2.2 Altapulgite is processed from the clay mineral as is similar in structure to Bentonite. However, it does not hydrate in water and will not flocculate in the presence of acids and ionized salts and can be used in ground formations where salt water is present. Due to the expense of transport and the relative rarity of use of this type of drilling slurry it is unlikely that this type of mineral slurry will be encountered on projects.

Polymer slurries are grouped into three groups: (1) naturally occurring polymers, (2) semi-synthetic polymers, and (3) synthetic polymers. The synthetic polymers currently consist of two types: (1) emulsified Partially Hydrolyzed Polyacrylamide Polyacrylate (PHPA) polymers and (2) dry vinyl polymers conforming to the requirements of the following table:

PHPA and Dry Vinyl Polymer Specifications Marsh Funnel Viscosity (MFV) For Drilling MFV for Concrete Pavement Density (Unit Weight)

Coarse sand to pea gravel

1. 2.

150 seconds per quart, max. unless higher value approved by the Engr. 74) shall be held in stable suspension or reduced to not more than 1.0% (one percent) by volume prior to concrete placement

Prior to mixing, make up water is to be determined with a pH conditioner to pH range 8-10. This will aid in fully extending the polymer molecules for maximum viscosity. Water treat (pH conditioner from PICCO) or soda ash (Sodium Carbonate) is recommended from buffering pH. Normally, a 0.1 kg of pH conditioner per barrel (160 liter) of make up water is required. This pH conditioner also buffers the slurry against contamination from calcium and magnesium ions. Higher concentration of pH conditioner is required when salt water is encountered which is approximately 0.45 kg of pH conditioner per barrel of make up water. DosageNiscosity Guidelines:

PHPA Polymer Dosage or Concentration Marsh Funnel V, Vol./vol. ratio, 1/x

Liters per cum.

Kg./cum.

sec/liter

Clay & shale

1/800

1.25

33 — 42.5

Silt & fine to medium sand

1/600

1.30 1.87

1.87

584

2.6

56.6 min.

PHPA Polymer Mixing Procedures

35 seconds per quart minimum

Format

2.5

In applications where brackish, salt or seawater contaminates slurry or is issued in slurry make up. Dosage should be near top of given ranges and developed viscosities may be lower. Treatment of make up water and/or slurry with pH conditioners such as Water treat or soda ash may be required.

3.

pH Sand Content

1/400

42.5 — 56.6

4. 5.

Pre-treat water with water treat/soda ash for a pH range of 8-10. Shake the pail of PHPA polymer (liquid) before adding it to the make up water. Through a venturi type shear mixer, if mixing in surface tank, add PHPA polymer slowly (30 sec/liter) to the system until a ratio of 800: 1 is achieved. Use of a shear mixer/centrifugal pump is to be limited as overshearing can reduce viscosity. Check Marsh funnel viscosity of 33 — 42.5 sec/liter The pH and viscosity of the slurry should be continually monitored throughout its use. In order to increase pH, add pH conditioner, to increase viscosity, add more PHPA polymer until desired viscosity is reached.

716.3 Application of Drilling Slurry 716.3.1 Equipment/Apparatus During the course of drilling work up to concreting, it shall be mandatory to prepare the following equipment/apparatus if mineral or polymer slurries is to be used: Desanding Machine - is used in the desanding process to revitalize the drilling slurry and maintain the required specification by removing the unwarranted sediments and other contamination during operation. It is also used in clearing the bottom of the borehole of sediments upon completing the drilling work and before pouring the concrete. Although, desanding is not required in the use of polymer slurry, desanding machine shall still be however used in the cleaning of the borehole bottom to assure contact at the base for the stability of the completed bored pile work. In view of the importance of this requirement to ensure the quality of work, mere bucket cleaning of the borehole bottom shall not be allowed. If the Contractor cannot provide a desanding machine and he will use polymer slurry in the drilling works, the Contractor must submit a statement on how he intends to clean the borehole bottom, subject to the approval of the Engineer. Drilling Slurry Pool — is used in the rural areas where space is not a problem. It is a pool to contain the drilling mud improvised thru excavation near the borehole. It is lined with concrete to prevent excessive soil absorption of the drilling slurry. 585

Drilling Slurry Bin — is used in urban construction where there may not be enough space. It is transferable bin or a large steel container of sufficient dimensions big enough for batching the required volume of drilling slurry. Mineral Slurry Mixer — is a turbulent mixer to fully dissolve the mineral powder at the desired proportion. Baroid Marsh Funnel Viscometer — to measure the viscosity of the drilling slurry, which is an important parameter to control sedimentation by providing the proper thickness of filter cake adjacent to impermeable layers. pH Indicator Paper — for pH measure Baroid Sand Content Set — for sand content test Baroid Mud Balance — for specific gravity test 716.3.2 Preparation Prior to introduction into the drilling works, the manufactured mineral or polymer slurry admixture shall be pre-mixed thoroughly with clean, fresh water and for adequate time in accordance with the manufacturer's recommendations allotted for hydration. Slurry tanks of adequate capacity will be required for slurry mixing, circulation, storage and treatment. No excavated mineral slurry pool will be allowed in lieu of slurry tanks without written approval from the Engineer. 716.3.3 Sampling, Testing and Cleaning Requirements 716.3.3.1 Mineral Slurries Prior to drilling works, sampling and testing of the drilling slurry shall be required in order to control its physical properties. Samples shall be taken from the mixing tank for testing prior to the mineral slurry's introduction into the drilled hole. During drilling works, the mineral drilling slurry shall be sampled and tested at different intervals and locations along the depth of the boreholes. In order to implement the close monitoring of the mineral drilling slurry during the course drilling up to concreting, it shall be mandatory for any bored piling works using mineral slurry for the contractor to prepare the equipment/ apparatus required in Subsection 716.3.1. Once the mineral slurry has been introduced into the drilled hole, the mineral slurry shall be required to undergo recirculation or continuous agitation in the drilled hole. The Contractor must address which method of agitation will be used in order to maintain the initial properties of the drilling slurry and for inert particles to remain in suspension.

If the recirculation method is used, it is required that the drilling slurry be cleaned as it is recirculated. This is done using a slurry plant, which for testing stores, recirculates and cleans the mineral slurry. Samples shall be taken from the slurry plant storage tank and the bottom of the drilled hole to determine the physical properties of the drilling slurry and the appropriateness of the physical properties. As the mineral slurry is recirculated and cleaned, samples shall be taken every two hours or even earlier if necessary for testing until the test values for the samples taken at the two testing locations are consistent with the specification. Once the test samples have consistent test values, the sampling and testing frequency may be reduced. As the recirculation and cleaning process continues, the properties of the mineral slurry will eventually conform to the specification parameters. If the continuous agitation in the drilled hole method is used, it is not necessary to require the mineral slurry to be physically cleaned. Samples for testing shall be taken at the mid-height and at the bottom of the drilled hole. As the mineral slurry is continuously agitated, samples shall be taken every two hours for testing. If the samples at the two locations do not have consistent test values, the mineral slurry shall be recirculated. This means that the continuous agitation in the drilled hole method is failing to keep the suspended particles in the mineral slurry from setting. This is also an indication that the mineral slurry is not clean enough to meet the specification parameters. Therefore, the Contractor is required to abandon this method and use the recirculation method. However, if the test samples do have consistent test properties within the specification parameters, the bottom of the drilled hole can be cleaned. Once the bottom of the drilled hole has been initially cleaned, recirculation or continuous agitation in the drilled hole shall be required to maintain the specified properties of the mineral slurry. Usually the initial cleaning will stir up the settled materials at the bottom of the drilled hole thus requiring the mineral slurry to be recleaned so it meets the requirements of the specifications. Several iterations shall be required before both the mineral slurry and the bottom of the drilled hole are clean. To verify the cleanliness of the mineral slurry, the specifications require additional sample to be taken for testing. Samples shall be taken at the mid-height and at the bottom of the drilled hole. Once the test samples show the mineral slurry's properties to be within the specification parameters and there is no settled material on the bottom of the drilled hole, the last cleaning of the bottom of the drilled hole can be considered to be the final cleaning. At this point, the rebar cage can be placed. The specifications require the samples for testing be taken just prior to concrete placement to verify the properties of the mineral slurry. If the test samples have consistent test properties within the specification parameters, concrete may be placed. Otherwise, additiona cleaning of the mineral slurry and removal of settled materials from the bottom of the drilled hole shall be required.

The reason for testing mineral slurries at different levels is to make sure the physical properties of the mineral slurries is uniform and have consistent physical properties throughout the length of the drilled hole. The mineral slurry's physical properties should be the same at both locations. This indicates that the mineral slurry is completely mixed and that any sand or any particles contained are in suspension. 716.3.3.2 Polymer Slurries For polymer slurries, samples shall be taken in the mid-height and at the bottom of the drilled hole. Samples for testing shall be taken as necessary to verify the properties of the polymer slurry during the drilling operation. Once the drilling operation has been completed, samples for testing shall be taken. When the polymer slurry's physical properties are consistent at the two sampling locations and meet the physical requirements, the bottom of the drilled hole can be cleaned.

ITEM 719 - EPDXY—RESIN—BA CONCRETE

SE BONDING SYSTEMS FOR

719.1 Description 719.1.1 Scope This item shall consist of furnishing and placing two-component, t concrete, epoxy-resin bonding systems for application to portland cemen which are able to cure under humid conditions and bond to damp surfaces in accordance with this specification and in conformity with the types, grades, classes and color specified in the Plans, or as directed by the Engineer. 719.1.2 Classes and Uses of Epoxy-Resin 719.1.2.1 Classification

The apparatus used to sample drilling slurry shall be capable of sampling the drilling slurry at a given elevation in the drilled hole without being contaminated by drilling slurry at a different location as the sampler is removed from the drilled hole. The sampler shall also be large enough to contain enough drilling slurry to perform all required tests. The apparatus shall consist of a hollow tube with caps positioned above and below the tube on a cable that is used to lower the sampler into the drilled hole. Once the sampler has been lowered to the desired level, the drilling slurry contained in the hollow tube at the level is contained by activating the caps so that the ends of the tube are sealed. The sampler is then removed from the drilled hole. When slurry samples are found to be unacceptable, the Contractor shall bring the slurry in the borehole to within specification requirements. Concrete shall not be poured until resampling and testing results produce acceptable values. Other method shall be in accordance with Item 716.3.3.1 5th paragraph. 716.3.4 Disposal of Used Drilling Slurry The Contractor must submit a statement, subject to the approval of the Engineer, on how he intends to dispose the used drilling slurry after the completion of the drilling works. Care must be taken such that the disposal of used drilling slurry will not be of any harm to the environment. Disposal of used drilling slurry to live streams, waterways which will offset marine life, will not be permitted.

719.1.2.1.1 This specification shall provide for classification of epoxy resin bonding systems by type, grade, class, and color.

-

719.1.2.2. Types and Uses of Systems Seven (7) types of systems are provided for in this specification e used for namely: Type I, II, III, IV, V, VI, and VII. Each type shall b bonding concrete and other materials as called for on the approved Plans. The type of systems will generally be used as follows: Type 1 — For use in non-load bearing application for bonding hardened concrete to hardened concrete and other mater ials, and as a binder in epoxy mortars or epoxy concretes. Type II — For use in non-load bearing applications for bonding freshly mixed concrete to hardened concrete. Type III — For use in bonding skid-resistant materials to hardened concrete and as a binder in epoxy mortars or epoxy concretes used on traffic bearing surfaces (or surfaces subject to thermal or mechanical movements). Type IV — For use in load bearing applications for bond ing hardened concrete to hardened concrete and other materials and as a binder for epoxy mortars and concretes. Type V — For use in load bearing applications for bonding freshly mixed concrete to hardened concrete. Type VI — For bonding and sealing segmental pre-cast elements with internal tendons and for span-by-span erection when temporary post tensioning is applied. Type VII — For use as a non-stress carrying sealer for segmental pre-cast elements when temporary post tensioning is not applied as in span-by-span erection.

719.1.2.3 Grades of Systems Three grades of systems defined according to their flow characteristics and are provided in this specification according to Grade 1, 2, and 3. Grade 1 — Low viscosity. Grade 2 — Medium viscosity. Grade 3 — Non-sagging consistency. 719.1.2.4

Classes of Systems

This specification provides six (6) classes of systems and are defined in accordance with the range of temperatures for which they are suitable, namely: Classes A, B, and C are defined for Types I through V, and Classes D, E, and F are defined for Types VI and VII. However, the temperature of the surface of the hardened concrete to which the bonding system is to be applied may be considerably different from that of the air. Where unusual curing rates are desired it is possible to use a class of bonding agent at a temperature other than that for which it is normally intended.

g Component B is its hardener system containing one or more curin n mixing with Component A shall cause the mixture to agents, which o harden. Suitable inert filler may be uniformly incorporated in one or both components. The filler sha ll be either non-settling or readily dispersible in any component in which it is incorporated. Almost without exception, epoxy systems must be formulated to make them suitable for specific end user. All systems shall cure under humid conditions, and bond to damp surfaces. Epoxy resin systems will adhere to a wide variety of materials, including wood, metals, masonry, and most plastics. Polyethylene, TFEare among the fluorocarbon, cellophane, and greased or waxed surfaces few materials to which these systems will not adhere 719.2.2 Physical Requirements Physical A mixture of Component A and B shall conform to the Requirements of Bonding Systems specified in Table 1 of ASTM C 881/AASHTO M 235. 719.2.3 Chemical Requirements

Class A — For use below 4.0°C the lowest allowable temperature to be defined by the manufacturer of the product. Class B — For use between 4.0°C and 15.0°C. Class C — For use above 15.0°C the highest allowable temperature to be defined by the manufacturer of the product. Class D — For use between 4.0°C and 18.0°C. Class E — For use between 15.0°C and 27.0°C. Class F — For use between 24.0°C and 32.0°C. 719.1.2.5

Color

Epoxy resin systems are normally unpigmented, but they can be colored or darkened depending upon the desire of the end user.

The epoxy resin constituent of Component A shall h equivalent of 155 to 275 g/g mol. 719.3 719.3.1

ave an epoxy

Construction Requirements Preparation of Surface

All bonding surfaces shall be clean and free of all d irt, dust, oil, grease, old coatings, laitance, or any other materia ls, which would ifying to achieve prevent bonding. It is necessary to have chipping or scar clean and sound substrate surface. Chemical clean ing is recommended to remove salts, laitance and penetrating contaminants and it should be followed with thorough rinsing with clean water.

719.2 Material Requirements 719.2.1 General

719.3.2

Mixing and Application

719.3.2.1 Mixing The systems covered by this specification shall be furnished in two components for combining immediately prior to use in accordance with the written instructions of the agency responsible for preparing the separate components and for system. recommending the proportions to be used in preparing the final bonding Component A is most often the portion containing the epoxy resin with or without reactive diluents.

time, shall e in Mixing proportions and procedures, as well as mixing b accordance with the manufacturers' recommendations r s o a prescribed by the Engineer. Prior to mixing, each component shall be thoroughly mixed with a paddle. Separate paddles shall be used to stir each component.

719.3.2.2 Application The applicator should be assured that the epoxy to be applied has the proper rate of hardening and viscosity for the job. Both are affected by the temperature at which the epoxy is applied, and both can affect the ultimate thickness of the epoxy layer. The amount of sag and thickness that will be achieved in the adhesive layer also depends partly on whether it is applied to a vertical surface, to the top of a horizontal surface or the bottom and whether the surface is flat or irregular. Highly porous concretes or concrete made of very absorptive aggregate may absorb enough epoxy to starve the glue line. Such concrete should be given a first seal coat of the same epoxy adhesive to penetrate into the absorptive aggregate. Allow the seal to become tack free and then apply the second coat. To assure adhesion most epoxy manufacturers recommend that subsequent coats be applied within 24 hours. If a longer time is required before recoating, sandblast the last coat to remove the gloss and immediately apply the next coat. The resin shall be fully cured within 24 hours after application.

nts of this specification are met, except 719.3.5.2 If all requireme those pertaining to bond strength, the bond tests shall be repeated. If the sample again fails to meet the bond strength requirements, the entire lot shall be rejected. 719.3.5.3 Retest — Lots of mate rial that have been rejected shall be ct the defects and resubmitted for test reworked by the supplier to corre provided specific approval of the purchaser has been obtained for such resubmission. Before resubmission of the material, full particulars concerning the action taken to correct the defects in the original material shall be made available to the purchaser. 719.3.6

Packaging and Package Marking

719.3.6.1 Packaging ecification shall be The two components furnished under this sp supplied in separate containers that are non-reactive with the contents. They are usually supplied in amounts such that the recommended proportions of the final mixture can be obta ined by combining one container of Component A with one container of Component B.

Epoxy protective coating shall be applied using brush or roller. 719.3.6.2 Marking

719.3.3 Sampling Take a representative sample of each of the two components from a well-blended lot prior to packaging or by withdrawing samples from no fewer than 5 percent of the containers comprising the lot or shipment. Unless the samples of the same component taken from containers show visual

evidence

of variability, they may be combined into a single

composite sample. In place of the foregoing, packaged materials may be sampled by a random selection of containers of each component from each lot, provided such a procedure is acceptable to the purchaser. 719.3.4 Testing Epoxy resins shall be tested in accordance with ASTM C AASHTO M 235.

881 or

719.3.5 Acceptance, Rejection and Rehearing 719.3.5.1 Material that fails to conform to the requirements of this specification shall be rejected. Rejection shall be reported to the supplier promptly and in writing. In case of dissatisfaction with the results of the test, the supplier has the right to a rehearing.

592

t A — Contains Epoxy Containers shall be identified as "Componen Resin" and "Component B — Contains Cu ring Agent" and shall show the type, grade, class, and color. Each container shall be marked with the name of the formulator, the lot number, the date of packaging, the quantity contained therein, and the recommended mixing ratio, by both weight and volume. The materials shall be delivered on site in sealed container. 719.3.6.3 Ordering Information e, class, and 719.3.6.3.1 The purchaser shall specify the type, grad color of bonding system desired and the size of units in which the components shall be furnished. Special requ irements regarding filling of either the components or the final bonding system should be stated. The product furnished under this specification is intended to be resistant to moisture after proper curing, and therefore should be suitable for either indoor or outdoor exposure. a minimum gel time of 5 719.3.6.3.2 The purchaser may specify minutes for Types I and IV when automatic proportioning, mixing, and dispensing equipment are used. 719.3.7 Storage or a year in their original Both components shall be stored f containers and shall be kept under dry and cool conditions. 593

719.4 Measurement and Payment Epoxy-resin-base bonding system shall not be measured and paid for separately, but the cost thereof shall be considered as included in the contract unit price of the items where called for.

asphalt The coal tar oils are a composition for rejuvenating pavement comprising of a mixture of di-, tri- and tetracyclic aromatic compounds and their alkyl homologs containing lower alkyl groups together with significant amount of phenolic and hydroxyl derivatives. The said mixture which is derived from the d istillation of coal tar, has the following characteristics:

ITEM 726 — COAL TAR SURFACE TREATMENT 726.1

Specific Gravity at 25/25°C, min. Brookfield Viscosity at 25°C

Description

This item shall consist of a surface treatment on an asphalt concrete pavement using a coal tar asphalt rejuvenator/sealer on previously prepared surfaces in accordance with this Specification for the areas shown on the Plans or as designated by the Engineer. The asphalt pavement rejuvenator/sealer consists of a blend of coal tar and petroleum oils. It is designed to penetrate the pavement surface to replace critical elements necessary to rejuvenate and rehabilitate the asphaltic binder thereby increasing pavement plasticity and flexibility while reducing viscosity. And, since it already became am integral part of the pavement, it does not wear off under traffic such as chipping, peeling, flaking or delaminating.

The coal tar asphalt pavement rejuvenator/sealer is a patented complex blend of coal tar, solvents and coal tar oils meeting the requirements detailed below. The coal tar asphalt pavement rejuvenator/sealer following range of materials:

Materials

3. 4.

Initial Boiling Point °C, min. Continuous Boiling Range °C, min.

300

1.

The coal tar pitch shall conform to the requirements Grade RT-12.

2.

A. Light Aromatic Solvent Naptha: API Gravity at 16°C Specific Gravity 16/16°C Distillation Range, °C IBP (initial boiling point), °C DP (dry point), °C Flash Point, °C/TCC

of ASTM D 490,

11 — 30 0.876 — 0.993 155 — 233 180 — 300 45 — 122 45 — 122

B. Coal tar Solvent Naptha:

726.2 Material Requirements

1. 2.

1.06 60 108

0.94 — 0.099 122 — 199 35 — 44 35 — 44

Specific Gravity 16/16°C Distillation Range, °C Initial Boiling Point, °C Flash Point, °C/TCC

is composed of the Table 1 — Coal-Tar Oil Properties Range

Refined Coal Tar (Grade RT-12) Light aromatic solvent naptha or coal-tar solvent naptha Blend of tar oils as described below meeting requirements of Table 1 Elastomer

Requirements

30% - 50% 30% - 40% 15% - 40% 0.01% - 13%

Specific Gravity @ 25/25°C, min. Water % by weight, max. Brookfield Viscosity @ 25°C, max. Soluble in CS2 by weight, min. Flash Point COC min. Distillation, 160°Clnitial Boiling Point 180°C 190°C 200°C 210°C 220°C 230°C

594

595

1.06 2.0% 60cps 95% 82°C

Test Method ASTM ASTM ASTM ASTM ASTM

D 86 D 86 D 86 D 86 D 86

Requirements, %

Test Method

0-2 0-3 0-4 0-5 0-6 0-8

ASTM D 86 ASTM D 86 ASTM D 86 ASTM D 86 ASTM D 86 ASTM D 86

240°C 250°C 260°C 270°C 280°C 290°C 300°C

0-12 0-20 5-30 10-40 15-50 20-60 25-60

ASTM D 86 ASTM D 86 ASTM D 86 ASTM D 86 ASTM D 86 ASTM D 86 ASTM D 86

Table 2 — Bituminous Material Properties

h. i.

j.

Test Property

Requirements

Test Method

Specific Gravity @ 25/25°C, min. Viscosity Engler 50 cc @ 50°C, max. Water % by volume, max. Distillation % by weight 170°C, max. 270°C 300°C Flash Point, min. PMCC, °C Softening Point of residue from 300°C distillation test

1.04 4.5

ASTM D 70 ASTM D 1665

2.0

ASTM D 95 ASTM D 20

20 25 — 45 30 — 55 51.66°C 40 - 55°C

g.

ASTM D 93 ASTM D 36

thermometer installed in the distributor tank to measure the Atemperature of the sealer/rejuvenator at the time of application. A tachometer calibrated to a minimum of tenths of miles per hour. A chart listing the capacity of the tank, in liters, shall be earned each unit. This chart shall allow liters for each 2.54 cm of depth. A chart showing speed pressure application rates will also be included. The distribution shall be equipped with filters which sha ll be fully functional during both the loading and unloading of the product.

726.3.3 Cleaning Existing Surfaces — Prior to placing the urfaces of the sealer/rejuvenator, the Contractor shall clean the s pavement to be treated and assure that it is free of a ll debris, dust, dirt or other loose matter. ntractor shall place 726.3.4 Application — Prior to full production the Co one or more test sections on a surface selected by customer and Contractor at various application rates to develop the proper rate. The coal tar pavement rejuvenator/sealer is applied evenly with a specialized bituminous distributor approved by manufacturer-autho rized contractor at the rate so determined. The application temperature shall be between 21°C and 35°C.

726.3 Construction Requirements 726.4 Method of Measurement

726.3.1 Weather Limitations The sealer/rejuvenator shall be applied only when the existing surface is dry and the air temperature is at least 10°C or higher and rising.

the number of The quantity to be measured and paid for shall be square meters of pavement applied with The coal tar pavement rejuvenator/sealer as shown on the plans. 726.5 Basis of Payment

726.3.2 Equipment - The Contractor shall furnish all equipment and hardware necessary for the performance of the work. The product shall be delivered in dedicated tankers and/or containers with fillers. The distributor shall be designed and equipped as follows: a. b.

Adequate heating capacity for rapid heating of the sealer rejuvenator to the proper application temperature. A positive displacement pump capable of pumping low viscosity material and providing a pre-selected constant pressure of 138 KPa — 413 KPa to deliver the specified rates of application.

c.

A full circulation spray bar and applicator which maintains proper nozzle that can provide the specified rate of application. d. A hooded spray bar and applicator which maintains a proper nozzle height. e. A positive shut-off for the spray bar. f. A hand spray, with hose, equipped with a positive shut-off at the spray gun. 596

in Section 726.4, The accepted quantity measured as prescribed Method of Measurement shall be paid for at the contract unit price per applied square meter of pavement dressing conditioner, which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary to complete this Item. Payment will be made under:

Item Number

Description

726

Coal Tar Surface Treatment

Unit of Measurement

Square Meter

ITEM 727 — NON-SHRINK GROUT

727.3.3 Mixing

727.1

The non-shrink grout shall be mixed in mechanical mixing eq a type that will produce uniform and thoroughly mixed grout.

Description

uipment of

This Item shall consist of mixing and placing of non-shrink grout on anchor bolts, retrofitted reinforcing steels, steel column bases, bearing plates, precast concrete key ways and other installations that require high early and high ultimate strength making it stable and capable of handling load transfers in accordance with this specification and in conformity with the lines, grades, dimensions and cross-sections shown on the approved Plans or as established by the Engineer.

Pre-gauged mixing water shall first be added to the mixer followed by pre-mixed powder. Non-shrink grout mix shall be mechanically mixed continuously for a minimum of 3 minutes or as recommended by the manufacturer until an even consistency is attained. Lumping of the mixture shall be avoided at all times during the m ixing procedure. Grout mix shall be kept well agitated until placed.

727.2

Non-shrink grout shall not be amended with cement or sand, and shall not be reconditioned with water after initia l mixing.

727.2.1

Material Requirements Non-Shrink Grout (Pre-mixed Powder)

727.3.4 Placement Non-shrink grout (pre-mixed powder) shall be non-metallic, contains no chlorides and shall conform to ASTM C 1107, Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink).

nufacturer, minimum Unless otherwise recommended by the ma application thickness of non-shrink grout shall be 10 mm and shall be placed within 60 minutes after mixing.

727.2.2 Water Water shall conform to the requirements of Item 714, Water. 727.2.3 Curing Compound Curing compound shall conform to ASTM C 309, Liquid Membrane — Forming Compounds for Curing Concrete. 727.3 727.3.1

Construction Requirements Surface Preparation

Surfaces to receive the grout must be clean and free of any type of foreign matter, grease, paint, oil, scale, rust, dust or efflorescence. Concrete surfaces shall be sound and roughed to promote mechanical adhesion. The area shall be thoroughly flushed and soaked with clean water prior to grouting, leaving no standing water. 727.3.2

Non-shrink grout mix shall be placed into forms in normal manner to avoid air entrapment. The most suitable means shall be used to completely fill the void to be grouted. Non-shrink grout shall be poured from one side of the plate towards the open side. If necessary and allowed by the manufacturer, grout mix shall be vibrated, pumped, or rammed to achieve flow or compaction. When carrying out baseplate grouting, concrete surfaces shall be prewet for 24 hours and sufficient pressure head shall be maintained to keep non-shrink grout flow uninterrupted. Cable or chain shall be used to make sure that all cavities are filled and entrapped air escaped. If required in the plans or as directed by the Engineer, non-shrink grout may be placed or packed with the use of an approved commercial concrete bonding agent applied to all cured concrete surfaces being grouted. The bonding agent shall be compatib le with the brand of nonshrink grout being used. Water as a substitute for commercial bonding agent for non-shrink grout shall not be allowed.

Formworks

Formworks shall be firmly in place and kept watertight. All joints in formwork shall be caulked with suitable caulking material to prevent leakage. Forms shall be lined or coated with bond-breaker for easy removal. High points shall be adequately vented to allow entrapped air to escape.

If necessary, low pressure cement grout pumping equipment may be used. Unused non-shrink grout shall be discarded after 20 minutes and shall not be used. After non-shrink grout has achieved final set, forms shall be removed and the exposed grout shoulders shall be trimmed or shaped to designed profile.

Non-shrink grout shall not be used in areas of extreme high vibration, not where service temperatures will exceed 175°C, nor where contact with acids or alkalies are likely. 727.3.5 Curing Unless required by the manufacturer, exposed surfaces of nonshrink grout shall be wet cured for a minimum of 3 days or shall be applied with a curing compound meeting the requirements of Subsection 727.2.3. 727.3.6 Temperature Ambient and grout temperature shall be maintained at 10 °C to 32°C. 727.3.7 Handling and Storage

729.2

Materials Requirements

729.2.1 Classes and Characteristics of Protective Coating (a) Coatings, such as inorganic silicate cementitious products, sulphur concrete, polysulfides, and others offer protection to concrete exposed to atmospheric and aggressive environments such as secondary containment structures. (b) Cementitious coatings Protective coatings that are in the form of decorative products which are usually modified with latex for use in mild chemical exposure conditions. Certain inorganic silicate cements may be used to waterproof concrete from the positive or negative side. (c) Thin film urethanes

Keep bag/container closed in a cool dry place. The contractor shall provide suitable means of storing and protecting the non-shrink grout against dampness. Non-shrink grout which for any reason has become partially set or which contains lumps of caked non-shrink grout shall be rejected. Non-shrink grout salvaged from discarded or used bags/containers shall not be used. 727.4

Acceptance

Non-shrink grout shall be evaluated by visual inspection and by a mill certification from the manufacturer. Non-shrink grout accepted by certification may be sampled and tested at any time. If found not in conformance with the contract, the material shall be rejected whether in place or not. 727.5

Measurement Payment

Non-shrink grout shall not be measured and paid for separately, but the cost thereof shall be considered as included in the contract unit price of the items where called for. ITEM 729 — PROTECTIVE COATING FOR CONCRETE 729.1

Description

This item shall consist of furnishing and placing protective coating for bridge decks, curbs, sidewalks, concrete portions of bridge railings and other concrete structures, in order to protect them from physical damage and against chemical attack on its surfaces by acids, alkalis, salt solutions, or a wide variety of organic chemicals in accordance with this specification and in conformity with the types, grades and classes specified in the Plans, or as directed by the Engineer.

Protective coatings (up to 0.13 mm per coat) that are used to seal concrete for nondusting, cleanability, graffiti resistance, and resistance to mild chemicals. They are used for dry interior exposures on walls and floors that have moderate physical abuse and for exterior weathering. Urethanes are available in two (2) forms: aliphatic urethanes for color and gloss retention in exterior sunlight t exposure and aromatic urethanes for exposures other than sunligh and Ultraviolet (UV) light, or where ambering and chalking are acceptable. (d) Epoxy polyesters Protective coatings that are composed of thin film coatings (up to 0.08 mm per coat) designed for color, non-dusting, cleanability, and resistance to water for a brief period. They are used primarily for interior and exterior exposures on walls that experienced little physical abuse. (e) Latexes Protective coatings that are used for color, appearance, and cleanability. For exterior use, acrylic latexes provide improved color and gloss retention (vinyl latexes are not normally recommended because they tend to hydrolyze under high pH situations). Elastomeric formulations (e.g., acrylic, silicone), which provide waterproofing and crack bridging properties, are also available. (f) Chlorinated rubbers Protective coatings that are thin film coatings designed for color, no dusting, cleanability and resistance to water and mild chemicals.

Chlorinated rubbers may chalk on exterior weathering exposures unless modified.

(I)

Protective coatings that are moderately thick coatings (0.76 mm to 1.27 mm) with excellent resistance to acids and strong oxidizers that are applied by spray or trowel. Thicker films may be obtained with silica floor fillers and reinforcing fabric or mat.

(g) Epoxies Protective coating consisting of two component products that are available in thin film (less than 0.25 mm) and thick film (0.25 mm to 1.27 mm) coatings. Epoxies have excellent adhesion to dry concrete and epoxies have the ability to seal porous concrete and bug holes. Epoxies also exhibit good chemical resistance, hardness, and abrasion resistance. Epoxies are typically used for interior chemically and physically abused conditions because they tend to chalk and fade in atmospheric and sunlight exposures. Epoxy formulations that develop good adhesion to wet surfaces are also available. (h) Epoxy phenolics Protective coatings consisting of two component products similar to epoxies. They are phenolic modified to improve their chemical resistance. They are normally used for severe chemical environments and as floor coatings. (i) Aggregate-filled epoxies Protective coatings that are thick film coatings (3.18 mm or more thickness) that are usually applied by spray, trowel, or aggregate broadcast methods. They are normally used in areas of severe physical abuse. These epoxies are also resistant to mild and severe chemicals and are excellent floor coatings for areas of severe physical abuse. Floor toppings can be made aesthetically pleasing through selection of the appropriate color and type of aggregates. (j)

Thick film elastomers

Protective coatings (up to 3.18 mm), such as urethane (ASTM D16 Type V) and polysulfide which are normally applied by spray, trowel, or self-leveling methods. They are normally used in areas of severe physical abuse that require a flexible coating, the rubber-like film displays excellent resistance to impact damage and the ability to bridge hairline cracks in concrete. (k) Epoxy- or urethane-coal tars Protective coatings that are moderately thick coatings (0.38 mm to 0.76 mm) with excellent water and good chemical resistance that are normally applied with a sprayer. The black color may restrict their usage for aesthetic reasons.

Vinylesters and polyesters

729.3

Construction Requirements

729.3.1 Preparation of Surfaces All concrete surfaces shall be sound, clean, and dry before protective coating is applied. Surface contaminants such as oils, dirt, curing compounds, and efflorescence which would prevent protective coating penetration, adhesion, or drying shall be removed. The use of membrane forming curing compound is not allowed wherever this treatment is to be applied. The contractor shall apply the protective coating as soon as possible after completion of a structure or portion's thereof. 729.3.2 Application The Contractor shall notify the Engineer at least one (1) day before beginning the application of protective coating. The manufacturer's recommended application rate and method of application shall be followed when a protective coating is applied to concrete. The surface profile and porosity will have an effect on the application rate. A test patch is useful in determining the surface preparation, application rate, and appearance of a particular concrete coating. Before the beginning of application, the Contractor shall submit to the Engineer the documentation of the procedures to be used which shall include, but not limited to, the identification of the product to be used by brand name, name of the manufacturer and copy of the manufacturer's authorized applicator certificate for the personnel approved to perform the work. The temperature of the concrete shall be constant or dropping when some protective coatings are applied to avoid blisters or pin holes caused by the expansion of gases inside of the concrete. The temperature of the concrete shall be above the dew point while the coating is curing to prevent water condensation on the coating. In bridge superstructure, the protective coating shall be applied after concrete in the bridge deck has cured and has completed an initial drying period of a minimum of 14 days, unless otherwise directed by the Engineer. Also, protective coating shall be applied to exposed concrete roadway surfaces of bridge decks such as curbs, sidewalks, divisors and concrete median barriers; and to inside and top surfaces of parapets. Coating thicknesses shall range from a few mils to 3 mm or more, depending on the purpose of the coating. Thin coatings (1mm) are used for waterproofing, as protection against severe chemical attack, and as protection from physical damage. If excessive cracking of bridge deck(s) occurs, additional protective coating shall be applied (two coats) to the deck as specified and as directed by the Engineer. 729.4

Delivery, Storage and Handling

(a) All materials shall be kept dry, protected from weather and stored under cover. (b) Protective coating materials shall be stored according to manufacturer's recommendations. Do not store them near flame, heat or strong oxidants. aterials shall

(c) according Repair and protective msheets. to their material coating safety data 729.5

b

e

h

andled

ITEM 733 — ZINC (HOT-DIP GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS Description

specification

The presence in steels and weld metal, in certain percentages, of some elements such as silicon, carbon and phosphorus tends to accelerate the growth of the zinc-iron alloy layer so that the coating may have a matte finish with a little or no outer zinc layer. 733.2.2 Fabrication The design and fabrication of the product to be galvanized shall be in accordance to the plans and specifications. ASTM A 143, A 384 and A 385 provide guidance for steel fabrication for optimum hot dip galvanizing and shall be complied with in both design and fabrication.

The composition and heat treatment of iron and steel castings shall conform to specifications designated by the purchaser. Some types of castings have been known to show potential problems being embrittled during the normal thermal cycle of hot-dip galvanizing. The requirements for malleable iron castings to be galvanized are stipulated in ASTM A 47. 733.2.4 Zinc The zinc used in the galvanizing bath shall conform to ASTM B 6. If a zinc alloy is used as the primary feed to the galvanizing bath, then the base material used to make that alloy shall conform to ASTM B 6.

733.1.1 Scope This

The specification, grade or designation, and type and degree of surface contamination of the iron or steel in articles to be galvanized shall be supplied by the purchaser to the hot-dip galvanizer prior to galvanizing.

733.2.3 Castings

Measurement and Payment

Protective coating shall not be measured and paid for separately, but the cost thereof shall be considered as included in the contract unit price of the items where called for.

733.1

733.2.1 Steel or Iron

covers

the

requirements

for

zinc

coating

(galvanizing) by the hot-dip process on iron and steel products made from rolled pressed and forged shapes, castings, plates, bars and strips.

733.2.5 Bath Composition The molten metal in the working volume of the galvanizing bath shall contain not less than an average value of 98.0% zinc by weight.

This specification covers both fabricated and unfabricated products, for example, assembled steel products, structural steel fabrications, large tubes already bent or welded before galvanizing, and wire work fabricated from uncoated steel wire. It also covers steel forgings and iron castings incorporated into pieces fabricated before galvanizing or which are too large to be centrifuged (or otherwise handled to remove excess galvanizing bath metal).

605

733.3 Coating Properties Table 1 - Minimum Average Coating Thickness Grade by Material Category

All Specimens Tested Steel Thickness Range (Measured), mm

Material Category