Dp-ced-32.6 Concrete Asphalt Road

PT. INTI KARYA PERSADA TEHNIK

CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE

CONCRETE ASPHALT ROAD DP-CED-32.6

ORIGINATOR REV. 00 01

Name

Signature

Didik S Umi

DS US

REVIEWED BY Name Signature Bambang H

BH

APPROVED BY DATE Name

Signature

Nyoman M Pramono

NM PAP

01 June 1999 08 March 2004

PT. INTI KARYA PERSADA TEHNIK

CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE

CONCRETE ASPHALT ROAD DP-CED-32.6

REVISION CONTROL SHEET REV.

DATE

00

01 June 99

01

08 March 04

REVISION DETAILS Issued for release Updated to new format standart

This document contains proprietary information and must not be disclosed to a third party without the prior permission in writing from the company

PT. INTI KARYA PERSADA TEHNIK CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE CONCRETE ASPHALT ROAD

DP-CED-32.6

Page 1 of 24

TABLE OF CONTENTS Page 1. GENERAL 2.

DEFINITIONS OF TERM USED

3

2.1 2.2 2.3 2.4

3 3 3 3

2.4.1 2.4.2 3.

3

Sub Grade Sub Base Coarse Base Coarse Surfacing Binder Coarse Wearing Coarse

3 3

BASIC INFORMATION

4

3.1

4

3.1.1 3.1.2 3.1.3 3.1.4 3.2 3.2.1 3.2.2 3.3 3.3.1 3.3.2 3.3.3 3.4

Climatic Data Rainfall and Evaporation Sub Grade Strength Surface Water Drainage Temperature Soil Conditions Data Aerial and Ground Contour Survey Boring and Sampling Test Of Samples Information Moisture Content Determinations Shall Be Made On The Sample Stage Compaction Test CBR (California Bearing Ratio) Construction and Volume Of Traffic

4 4 4 4 4 4 4 5 5 5 5 5

4.

CLASSIFICATION OF SOIL PARTICLE

9

5.

CONSTITUTION OF ASPHALT CONCRETE ROAD

10

6.

PAVEMENT DESIGN PROCEDURE

10

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DP-CED-32.6

6.1 6.2 6.2.1 6.2.2 6.2.3 6.2.4 6.2.5 6.3 6.3.1 6.3.2

Minimum Layer Thickness Parameters Terminal Service Ability Index (P) Design Traffic Soil Supported Values Regional Factor Structural Number (Sn) Design Application Type Of Charts Parameter To Determined

6.3.2.1 6.3.2.2 6.3.2.3 6.3.3 6.3.4 7.

10 11 11 11 11 15 15 16 17 18 18 18 18

Charts Design Design Summary

19 20

MATERIAL AS ASTM’S STANDARD TEST

21

7.1 7.2

21 22

7.2.1 7.2.2 7.3 8.

Index Of Service Ability (P) Soil Support Values (S) Traffic Volume And Loads

Page 2 of 24

Material For Sub Base Coarse And Base Coarse Material For Surface Coarse Asphaltic Concrete Binder Coarse Base (Lower Layers) Asphaltic Concrete Wearing Coarse (Upper Layers) Blank Charts For Design Purpose

REFERENCES

22 22 23 24

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DP-CED-32.6

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1. GENERAL The purpose of this design is to establish standards and practical information for the design of asphalt concrete road system for petrochemical and industrial facility plant as IKPT’s property design manual. Items like site clearing, earth moving, drainage system, culvert/bridge or others which is interrelated to road design shall be referred to each of itself design manual. 2. DEFINITIONS OF TERM USED 2.1

Sub grade shall mean ground to be prepared with sufficient, bearing capacity, leveling, compared as required by road design terms.

2.2

Sub base coarse shall mean the first layer formation of maximum 65 dia. graded/crushed stone, thickness after compacted varied in accordance with type of road design. (see article 6.1).

2.3

Base coarse shall mean the second formation of layer on top of sub base coarse. Maximum grade is 50 dia. crushed stone. Thickness after compacted varied in accordance with type of road design. (see Article 6.1).

2.4

Surfacing shall mean the final formation of layer on top of base coarse it could be Asphalt Concrete Pavement which is usually divided on two sub layers :

2.4.1

Binder Coarse The formation layer on top of base coarse, thickness after compacted varied in accordance with type of road design. Maximum grade is 25 dia. mixed with sand, ash and asphalt (see Article 7.2.1).

2.4.2

Wearing Coarse The formation layer on top of binder coarse, as the last formation to be contacted to the fire. Thickness after compacted varied in accordance with type of road design. Maximum grade is 10, mixed with sand, ash and asphalt. (see Article 7.2.2).

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DP-CED-32.6

3.

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BASIC INFORMATION To completed the design’s data the basic information shall be 3.1 3.1.1

Climatic Data Rainfall and evaporation Data of rainfall intensity shall be importance to the design related to construction of earth work included here moisture counter during compaction.

3.1.2

Sub Grade strength The natural moisture content of the soil will determine the subgrade strength of the pavement’s design. Site investigation detail data shall be completed before started to design stage.

3.1.3

Surface water drainage The time period chosen for rainfall intensity is 2, 5, 10 or 20 years storm. These time periods should approved by the Client, as well as the design type will be in accordance to which of this time period and shall be related to safety and economical value.

3.1.4

Temperature In the design of flexible pavement, temperature data is important to the stiffness by bituminous materials in which should affects the design of thickness requirements.

3.2 3.2.1

Soil Conditions Data Aerial and ground contour survey To obtained the gradients shape and shall be minimum interference to existing building or plant.

3.2.2

Boring and sampling Shall be sufficiently closed space to indicate significant quantity of unsuitable or contractually difficult materials present a long the route. Soil strata should be clear and intermediate bores shall be supplemented in case obvious change at strata are found between initial bore holes.

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Sampling content of minimum 2 Kg should be taken out depth interval 500 mm in fine grained soils for classification test. In granular soils should increase to 10 Kg and placed in airtight containers and about 0.5 Kg same depth sample shall be checked the moisture contents. All the bore holes should be temporarily capped and checked for ground with level intervals until equilibrium conditions is reached. 3.3 3.3.1

Test of Samples Information Moisture content determinations shall be made on all the sample stage The appropriate classification should be identified to all samples. The classification test for cohesive soils are the liquid and plastic limit. Test for granular soils is the wet sieve particle size.

3.3.2

Compaction test-relating density and moisture content should carried out by laboratory test. Both standard test and heavy test should be completed to at least half of the sample taken.

3.3.3

CBR (California Bearing Ratio) and other test After the earth work is completed a long the lane, CBR value test should be informed and also the relationship between CBR value, dry density and moisture content. Also triaxial test is needed for identified the stability of the embankment and cutting slope. The consolidation test shall be necessary if highly compressible soils are present.

3.4

Constitution and Volume of Traffic to be Carried Out It should be clear the type of traffic and the speed of vehicle. For petrochemical or industrial plant, more heavy traffic like crane, trailer, trucks shall be accounted. Beside the traffic velocity is limited from 15 MPH (  24 Km/hour) to 25 MPH (  40 Km/hour). This design data shall be in accordance to classification of the road. Standard of traffic flow shall be designed in accordance to “interim guide for design and pavement structures”, American Associates of Stage Highway and Transportation Officials (AASHTO). Table of various axle load in petrochemicals or industrial plant as shown in Figure 1, Table 1 and Table 2.

PT. INTI KARYA PERSADA TEHNIK CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE DP-CED-32.6

CONCRETE ASPHALT ROAD

Figure 1 Method of Classifying Axles Types (Book Reference No. 2, Page 41)

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DP-CED-32.6

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Table 1 Regulations Relating to the Maximum Gross Vehicle Weight And Maximum Overall Length Applicable in the USA (Book Reference No. 2, Page 44) Max. Gross Weight Lb

t

73 280

33.2

Arkansas, District of Columbia, Illinois, Indiana, Mississippi, Missouri, Tennessee

76 000

34.5

Virginia

79 800

36.2

North Carolina

80 000

36.3

Arizona, California, Connecticut, Delaware, Florida, Georgia, Iowa, Maine, Maryland, Minnesota, New Hampshire, New Jersey, New York, Ohio, Pennsylvania, Texas, Vermont, Wisconsin

80 600

36.6

South Carolina

82 000

37.2

Kentucky

85 500

38.8

Kansas

86 400

39.2

New Mexico

88 000

39.9

Louisiana

88 880

40.3

Hawaii

90 000

40.8

West Virginia, Oklahoma

92 400

41.9

Alabama

95 000

43.1

Nebraska, South Dakota

99 000

44.9

Rhode Island

101 000

45.8

Wyoming

104 000

47.2

Massachusetts

105 500

47.9

Idaho, Montana, North Dakota, Oregon, Washington

109 000

49.4

Alaska

122 000

55.3

Utah

129 000

58.5

Nevada

164 000 74.4 Maximum overall length (Tractor and semi-trailer combinations)

State

Michigan

ft

m

55

16.8

States Connecticut, District of Columbia, Florida, Indiana, Kentucky, Maryland, Missouri, New jersey, North Carolina, Rhode Island, Tennessee, Virginia, Washington, West Virginia

58

17.7

Hawaii

60

18.3

Alabama, Arkansas, California, Delaware, Georgia, Iowa, Maine, Massachusetts, Michigan, Minnesota, Mississippi, Montana. New Hampshire, New York, Ohio, Oregon, Pennsylvania, South Carolina, Vermont

65

19.8

Alaska, Arizona, Idaho, Kansas, Louisiana, Nebraska, New Mexico, North Dakota, Oklahoma, Texas, Utah

70

21.4

Colorado, Nevada, South Dakota

85

25.9

Wyoming

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DP-CED-32.6

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Table 2 Regulations Relating to the Maximum Axle Loading Applicable in the USA (Book Reference No. 2, Page 42) Max. loading Lb

t

States Single axles

18 000

8.2

Arkansas, Georgia, Illinois, Indiana, Mississippi, Missouri, Montana, Nebraska, Tennessee

19 000

8.6

North Carolina

20 000

9.1

Alabama, Alaska, Arizona, California, Colorado, Delaware, Florida, Idaho, Iowa, Kansas, Kentucky, Louisiana, Michigan, Minnesota, Nebraska, Nevada, North Dakota, Ohio, Oklahoma, Oregon, South Carolina, South Dakota, Texas, Utah, Virginia, Washington, West Virginia, Wisconsin, Wyoming

21 600

9.8

New Mexico

22 000

10.0

Maine, District of Columbia

22 400

10.2

Connecticut, Hawaii, Maryland, Massachusetts, New Hampshire, New Jersey, New York, Pennsylvania, Rhode Island, Vermont Tandem Axles

32 000

14.5

Arkansas, Illinois, Indiana, Mississippi, Missouri, Montana, Tennessee

34 000

15.4

Alaska, Arizona, California, Hawaii, Idaho, Iowa, Kansas, Kentucky, Louisiana, Maine, Michigan, Minnesota, Nebraska, Nevada, New Jersey, New Mexico, North Dakota, Ohio, Oklahoma, Oregon, Pennsylvania, South Dakota, Texas, Utah, Virginia, Washington, West Virginia, Wisconsin

36 000

16.3

Colorado, Connecticut, Georgia, Massachusetts, New Hampshire, New York, North

37 000

16.8

District of Columbia

40 000

18.1

Carolina, Rhode Island, South Carolina, Vermont, Wyoming Alabama, Delaware, Florida, Maryland

The following static axle loads may be used in preliminary design; i.e., until the project scope has progressed to a point where more reliable data are established: Kg Minimum Light Single - Unit Trucks Heavy trucks and tractor trailer trucks

5443 5443 to 9072 10886 to 14515 14515 to 18144

Table 3 Axle load

Lb 12000 12000 to 20000 24000 to 32000 32000 to 40000

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DP-CED-32.6

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4. CLASSIFICATION OF SOIL PARTICLE To determined the particle in soil which is ranged from several centimeters stone, sand, silt, clay down to 0.001 MM diameter particles.

Table 4 Soils Classification (Book Reference No. 2, Page 104)

Refer to Table 2. Particle in soils shall be divided to 4 (four) gravels. Gravels Sand Silt Clay

-----

Particles Particles Partical Smaller than

2 - 60 MM diameters 0.06 - 2 MM diameters 0.002 - 0.06 MM diameters 0.002 MM diameters

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5. CONSTITUTION OF ASPHALT CONCRETE ROAD

Figure 2 12.22 Neither the AASHTO nor the ASTM specifications give a strength criterion for the compacted materials, but the Asphalt Institute Thickness Design Manual requires in its Table V3 CBR value of 20 percent for sub-base and 80 percent for base material. These are laboratory test results carried out at the appropriate moisture content and density conditions, and tested after 4 (four) days soaking. 6.

PAVEMENT DESIGN PROCEDURE The following parameters to be considered during the pavement thickness design. 6.1

Minimum Layer Thickness

Consideration shall be applied to construction requirements for placing the pavement layer. By minimal thickness is 1 1/4 to 1 1/2 times the largest aggregate sizes, a minimum layers shall be: Subbase coarse Base coarse Surface coarse -

6.2

Parameters

minimum thickness minimum thickness minimum thickness

= 4” (100) = 3” (75) = 1 ½” (38)

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This design procedure is following AASHTO “ Interim Guide for Design of Pavement Structures”. 6.2.1

Terminal serviceability index P T PT is based on the lowest index that will be tolerate before resurfacing or reconstruction become necessary. Index PT Index PT

6.2.2

= 2.5 = 2

is applied for major highway is applied for highway with small traffic volume.

Design traffic The procedure in AASHTO “Interim Guide for Design of Pavement Structure” is to convert the varying axle load to one design load only. This design load is 18 Kip single axle load. See Table 5 and Table 6.

6.2.3

Soil supported values Parameter S is represent the soil support value and already done by empirical. Grade of S is divided by 10 degrees which is started from degree of hardness colloin, clay, silty clay, silt, silty sand, sand, sandy gravel, gravel, hard rock. S = 3 is represent silty clay, sub grade as AASHTO road test and S = 10 represent crushed road base test.

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a. Single Axles. Pt = 2.0 Axle loads, kips

1

2

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40

0.0002 0.002 0.01 0.03 0.08 0.16 0.32 0.59 1.00 1.61 2.49 3.71 5.36 7.54 10.38 14.00 18.55 24.20 31.14 39.57

0.0002 0.003 0.01 0.04 0.08 0.18 0.34 0.60 1.00 1.59 2.44 3.62 5.21 7.31 10.03 13.51 17.87 23.30 29.95 38.02

Structural Number SN 3 4 0.0002 0.002 0.01 0.04 0.09 0.19 0.35 0.61 1.00 1.56 2.35 3/43 4.88 6.78 9.24 12.37 16.30 21.16 27.12 34.34

0.0002 0.002 0.01 0.03 0.08 0.18 0.35 0.61 1.00 1.55 2.31 3.33 4.68 6.42 8.65 11.46 14.97 19.28 24.55 30.92

5

6

0.0002 0.002 0.01 0.03 0.08 0.17 0.34 0.60 1.00 1.57 2.35 3.40 4.77 6.52 8.73 11.48 14.87 19.02 24.03 30.04

0.0002 0.002 0.01 0.03 0.08 0.17 .033 0.60 1.00 1.60 2.41 3.51 4.96 6.83 9.17 12.17 15.63 19.93 25.10 31.25

6

8

0.01 0.01 0.02 0.04 0.07 0.11 0.16 0.24 0.34 0.47 0.63 0.83 1.08 1.38 1.73 2.16 2.66 3.24 3.91 4.68

0.01 0.01 0.02 0.04 0.07 0.10 0.16 0.23 0.33 0.46 0.62 0.82 1.07 1.38 1.74 2.18 2.70 3.31 4.02 4.83

b. Tandem Axles Pt = 2.0 Axle load kips

1

2

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48

0.01 0.01 0.02 0.04 0.07 0.10 0.16 0.23 0.32 0.45 0.61 0.81 1.06 1.38 1.76 2.22 2.77 3.42 4.20 5.10

0.01 0.02 0.03 0.05 0.08 0.12 0.17 0.24 0.34 0.46 0.62 0.82 1.07 1.38 1.75 2.19 2.73 3.36 4.11 4.98

Structural Number SN 3 4 0.01. 0.02 0.03 0.05 0.08 0.12 0.18 2.26 0.36 0.49 0.65 0.84 1.08 1.38 1.73 2.15 2.64 3.23 3.92 4.72

0.01 0.01 0.03 0.05 0.08 0.12 0.17 0.25 0.35 0.48 0.64 0.84 1.08 1.38 1.72 2.13 2.62 3.18 3.83 4.58

Table 5 Traffic Expression to Equivalent 18 Kip Single Axle Load (Book Reference No. 1, Page 16-44)

PT. INTI KARYA PERSADA TEHNIK CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE CONCRETE ASPHALT ROAD

DP-CED-32.6

Figure 3 Conversion of Axle Load to Equivalent Standard Axle (Book Reference No. 2, Page 70)

c. Single Axles Pt = 2.5 Axle load

Structural Number SN

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kips

1

2

3

4

5

6

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40

0.0004 0.003 0.01 0.03 0.08 0.17 0.33 0.59 1.00 2.61 2.48 3.69 5.33 7.49 10.31 13.90 18.41 24.02 30.90 39.26

0.0004 0.004 0.02 0.05 0.10 0.20 0.36 0.61 1.00 1.57 2.38 3.49 4.99 6.98 9.55 12.82 16.94 22.04 28.30 35.89

0.0003 0.004 0.02 0.05 0.12 0.23 0.40 0.65 1.00 1.49 2.17 3.09 4.31 5.90 7.94 10.52 13.74 17.73 22.61 28.51

0.0002 0.003 0.01 0.04 0.10 0.21 0.39 0.65 1.00 1.47 2.09 2.89 3.91 5.21 6.83 8.85 11.34 14.38 18.06 22.50

0.0002 0.003 0.01 0.03 0.09 0.19 0.36 0.62 1.00 1.54 2.18 3.03 4.09 5.39 6.97 8.88 11.18 13.93 17.20 21.08

0.0002 0.002 0.01 0.03 0.08 0.18 0.34 0.61 1.00 1.55 2.30 3.27 4.48 5.98 7.79 9.95 12.51 15.50 18.98 23.04

d. Tandem axles Pt = 2.5 Axle load

Structural Number SN

kips

1

2

3

4

5

6

10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48

0.01 0.02 0.03 0.04 0.07 0.11 0.16 0.23 0.33 0.45 0.61 0.81 1.06 1.38 1.75 2.21 2.76 3.41 4.18 5.08

0.10 0.02 0.04 0.07 0.10 0.14 0.20 0.27 0.37 0.49 0.65 0.84 1.08 1.38 1.73 2.16 2.67 3.27 3.98 4.80

0.01 0.02 0.04 0.07 0.11 0.16 0.23 0.31 0.42 0.55 0.70 0.89 1.11 1.38 1.69 2.06 2.49 2.99 3.58 4.25

0.01 0.02 0.03 0.06 0.09 0.14 0.21 0.29 0.40 0.53 0.70 0.89 1.11 1.38 1.68 2.03 2.43 2.88 3.40 3.98

0.01 0.01 0.03 0.05 0.08 0.12 0.18 0.26 0.36 0.50 0.66 0.86 1.09 1.38 1.70 2.08 2.51 3.00 3.55 4.17

0.01 0.01 0.02 0.04 0.07 0.11 0.17 0.24 0.34 0.47 0.63 0.83 1.08 1.38 1.73 2.14 2.61 3.16 3.79 4.49

Table 6 Traffic Expression to Equivalent 18 Laps Single Axle Load (Book Reference No. 1, Page 16-44)

6.2.4

Regional factor

This parameter R (= Regional Factor) is described climatic and environmental factors.

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Based on road test information R values should be :    6.2.5

Sub grade material frozen to a depth 5 inch (125) or more R = 0.2 to 1.0 Sub grade material, dry, summer and fall : R = 0.3 to 1.5 Sub grade material, wet, spring thaw R = 4.0 to 5.0

Structural number SN

This parameter SN (Structural Number) is indicate the structural strength of pavement required to a given combination of soil support value, with total equivalent 18 Kips, single axle load, terminal serviceability index, and regional factor. The required SN must be converted to actual thickness of surfacing, base coarse, and sub base coarse with each of appropriate layer coefficient.

SN

a a a

1 2 3

D1

D2 D3

 a1 D1  a2 D2  a3 D3 = Layer coefficient for surfacing = Layer coefficient for base coarse = Layer coefficient for sub base coarse = Actual thickness (Inch) of surface = Actual thickness (Inch) of base coarse = Actual thickness (Inch) of sub base coarse

On Table 7 various layers coefficient proposed by AASHTO test.

Coefficients proposed by AASHTO committee on design ) Pavement component

Coefficient

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a1 a2

a3 *  ‡ §

=

Surface coarse Road mix(low stability) Plant mix(High stability) Stand asphalt

=

Subbase coarse Sandy gravel Sand or sandy clay

Design Application In accordance with 2 (two) types of serviceability index PT = 2.0 and PT = 2.5

6.3.1

0.07§ 0.14 0.23§ 0.20 0.15 0.34§ 0.30 0.15 - 0.30 0.11 0.05 - 0.10

From “Interim guide for design of pavement structures”, American Association of State Highway and Transportation Officials, 1972 Established from AASHTO road test Compressive strength at 7 days This value has been estimated from AASHTO road tests, but not to the accuracy of those factors marked with

Table 7 Layers Coefficient a1, a2, a3 (Book Reference No. 1, Page 16-52) 6.3

0.20 0.44 0.40

Base coarse - Sandy gravel - Crushed stone - Cement-treated (no soil cement) Compressive strength @ 7 days 650 psi or more ‡ 400 psi to 650 psi 400 psi or less - Bituminous-treated Coarse-graded Sand asphalt Lime-treated

=

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Type of charts

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Figure 4 Design Chart for Flexible Pavement, with pt = 2.0 (“Interim Guide for Design of Pavement Structures”. American Assosiation of State Highway and Transportation Official) (See Book Reference No. 1, Page 16-56)

Figure 5 Design Chart for Flexible Pavement with Terminal Serviceability index pt = 2.5 (“Interim Guide for Design of Pavement Structures” American Assosiation of State Highway and Transportation Official) (See Book Reference No. 1, Page 16-53)

6.3.2 6.3.2.1

Parameters to determined Index of serviceability Pt In accordance to the requirements of concrete asphalt road in petrochemical on industrial plant. The design in majority shall be concerned to the heavy

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loading truck or trailer to serve the maintenance, loading or unloading of production. In other way, if the road is limited only to the plant vehicle it’s mean the traffic volume will be lesser than if public vehicle is included. To decide index of serviceability Pt = 2.0 is reasonable. Otherwise whenever the public vehicle will accounted to enter the road wages plant, index of serviceability will be using Pt = 2.5. 6.3.2.2

Soil support values S Refer to the soil condition data, (See Article 3.2 and Article 6.2.3). The natural soil in subgrade already determined and values of soil support values S is taken.

6.3.2.3

Traffic volume and loads For preliminary traffic volume and loads, the static axle loads of Article 3.4 is our first estimate design capacity, before more reliable data according to the “Project Scope” already formal released.

Vehicle Type 1. 2.

Plant transport Light truck service/ product 3. Single unit truck product - load/ unload 4. Trailer - tractor very heavy truck

12000 20000

Single Single

Coeff. equiv. 18Kip Single axis load 0.19 1.56

32000

Tandem

40000

Tandem

Axle load (LBS)

Axle type

Traffic/days

Total X coeff

20 years Total load X 103

400 100

76 156

554.8 1138.8

0.84

75

63

459.9

2.15

40

86

627.8

Total

650

381

2781.3

Table 9 Estimation of Traffic Volume and Loads Condition :

6.3.3

Location petrochemical/Industrial plant, public vehicle not entered. Index of serviceability Pt = 2.0 Regional factor R = 4.0 Support of soil subgrade, Silty sandy S = 5 Structural number SN = Estimate = 3 Surface asphalt concrete: coefficient 0.44 Base coarse/subbase coarse - crushed stone coefficient 0.14

Charts design Using the Figure 6 (chart)

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Step 1 Step 2

= =

Step 3

=

Step 4

=

Step 5

=

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Enter values soil support S = 5 to graph No.1 Enter total coefficient = 381 to graph No.3 or total 20 years = 2,781.3 x 103 to Graph No. 2 Extent the straight line to touch graph No.4 we found S =@ 3.1 (our Estimate R = 3) Refer to regional factor R = 4 (Graph 5) Extent Graph 4 and 5 and touched Graph 6 Weighed Structural Number SN = 3.7 Refer to Article 6.2.5 SN = a1 D1 + a2 D2 + a3 D3 By using Table 7 Layers coefficient a1 = Plant mix a2 = Crushed stone a3 = Crushed stone

= 0.44 = 0.14 = 0.14

Trial (1) for reference minimum thickness see Article 6.1 D1 = Surface Wearing coarse 1 ½” (=38) Binder coarse 2” (=50) Total 3½ (=88) D2 = Base coarse 6” = 150 D3 = Sub base coarse 10” = 250 Enter to equation

}

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DP-CED-32.6

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SN = a1 D1 + a2 D2 + a3 D3 SN = 0.44 x 3 ½ + 0.14 x 6 + 0.14 x 10 = 1.54 + 0.84 + 1.40 = 3.78 > weighted structural number SN = 3.7 design of pavement is OK 6.3.4

Design Summary Location

:

Petrochemical/Industrial Plant, No Public Vehicle

Traffic volume : Plant transport car Light truck Unit truck Trailer, tractor, very heavy truck Parameter used : Index of serviceability Regional factor Support of soil subgrade silty sandy 1st estimate structural number Surface asphalt concrete Base/subbase coarse graded crushed stone

Axle - Single 12000 LBS - Single 20000 LBS - Tandem 32000 LBS - Tandem 40000 LBS Total

No/Days 400 100 75 40 615

Pt = 2.0 R=4 S=5 SN = 3 Coefficient 0.44 Coefficient 0.14

Design result: (start from subgrade) 1) Bed

Sub grade

2) 1st Layer

Sub base coarse

2nd Layer

base coarse

3rd Layer

surface coarse

treated well to compacted to 90 % of dry density, CBR 4 or bigger graded crushed stone max dia 2” (50), CBR 20, thickness 10”(=250) graded crushed stone max dia 1 1/2”(38) CBR = 80 Thickness = 6” (=150) lower lays-- Binder coarse 2” (=50) Thk Upper layer-- wearing coarse 1½” (38) Thk Asphalt concrete surfacing 3 ½” (=88) Thk

For detailed formation see Figure 2 (one of already executed design)

PT. INTI KARYA PERSADA TEHNIK CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE DP-CED-32.6

CONCRETE ASPHALT ROAD

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7. MATERIAL AS ASTM STANDARD TEST 7.1

Material for Sub Base Coarse and Base Coarse Table 10 Grading Requirements for Bases and Sub Bases for Highways and Airports to ASTM Designation D2940-74 (Reapproved 1985) Grading: Percentage

passing

Sieve size

Bases

Sub - bases

50 mm 37.5 mm 19 mm 9.5 mm 4.75 mm 600 m 75 m

100 95 - 100 70 - 92 50 - 70 35 - 55 12 - 25 0-8

100 90 - 100 --------30 - 60 ----0 - 12

Other Requirements : 1. Coarse aggregate to be hard and durable 2. Fraction passing the 75-m sieve not to exceed 60 per cent of the fraction passing the 600-m sieve. 3. Fraction passing the 425-m sieve shall have a liquid limit no greater than 25 per cent and a plasticity index not greater than 4 per cent.

Figure 7 Materials for Unbound Sub-base and Base --- ASTM Designation D2940-74 (Book Reference No. 2, Page 207)

PT. INTI KARYA PERSADA TEHNIK CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE CONCRETE ASPHALT ROAD

DP-CED-32.6

7.2 7.2.1

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Material for Surface Coarse as ASTM C 117 and ASTM C 136 Asphaltic concrete binder coarse base (lower layers) Item

Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler

Passing

Percent

1-1/2 inch sieve 1 Inch sieve 1/2 Inch sieve No.4 sieve No. 10 sieve No. 40 sieve No. 80 sieve No. 200 sieve

100 80 - 100 60 - 80 40 - 55 30 - 45 15 - 30 8 - 20 2 - 8

Asphalt amount : 4.5 to 6.5% of aggregate weight Asphalt penetration : 60 to 100 (1/10 mm) 7.2.2

Asphaltic concrete wearing coarse (upper layer) Item

Passing

Percent

Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler Aggregate and filler

1/2 inch sieve 3/8 inch sieve No. 4 sieve No. 10 sieve No. 40 sieve No. 80 sieve No 200 sieve

100 80 - 100 55 - 75 40 - 55 18 - 33 10 - 22 1 - 10

Asphalt amount Asphalt penetration

: 5.0 to 7.0% of aggregate weight : 80 to 120 (1/10 mm)

PT. INTI KARYA PERSADA TEHNIK CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE DP-CED-32.6

7.3

CONCRETE ASPHALT ROAD

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Blank Charts for Design Purpose

Chart 1 Design Chart for Flexible Pavement with Pt = 2.0 (“Interim Guide for Design of Pavement Structures”. American Assosiation of State Highway and Transportation Official) (See Book Reference No. 1, Page 16-56)

Chart 2 Design Chart for Flexible Pavement with Terminal Serviceability Index Pt = 2.5 (“Interim Guide for Design of Pavement Structures”. American Assosiation of State Highway and Transportation Official) (See Book Reference No. 1, Page 16-53)

PT. INTI KARYA PERSADA TEHNIK CIVIL ENGINEERING DEPARTMENT DESIGN PRACTICE CONCRETE ASPHALT ROAD

DP-CED-32.6

8.

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REFERENCE BOOK REFERENCES 1)Standard Handbook For Civil Engineer By Frederick S. Merrit; Third Edition 1983 2)The Design and Performance of Road pavements By Daved Croneu and Paul Croneu, Second Edition Mc. Graw Hill International series in Civil Engineering STANDARD REFERENCES 1)AASHTO

American Association of State Highway and Transportation Officials

2)ASTM American Society for Testing and Materials