Steel Deck Institute Inc. Design Manual For Composite Decks For

 

 Missouri University University of Science Science and Technology  Technology 

Scholars' Mine  Wei-W  W ei-Wen en Yu Yu Center for for Cold-Formed Cold-Formed Steel Steel Deck Institute

Structures

1-1-1987

Steel Deck Institute, Inc. Design Manual for Composite Decks, Form Decks, and Roof Decks Steel Deck Institute

Follow this and additional works at: hp://scholarsmine.mst.edu/ccfss-sdi Part of the Structural Engineering Commons Recommended Citation Steel Deck Institute, "Steel Deck Institute, Inc. Design Manual for Composite Decks, Form Decks, and Roof Decks" (1987). Steel Deck  Institute.. Paper 6.  Institute hp://scholarsmine.mst.edu/ccfss-sdi/6 hp://scholarsmine.mst. edu/ccfss-sdi/6

is Report - Technical is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in Steel Deck Institute by an authorized administrator of Scholars' Mine. is work is i s protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. [email protected].

 

The ·Steel Deck Institute TABLE OF CONTENTS MEMBERS ASSOCIATE MEMBERS .

Steel Deck Applications .4 The Steel Deck Instit Institute ute .6 Design Des ign Manual, fo r Composite Floor Decks, Form Decks and Roof Decks .  6 Standards .....   .6 Testing .  7 Certification Certif ication Program 7 Other Publications .7 Advantages of Steel Deck 8 Code o f Recommended Standard Practice .   .   10 General .  .  . . . . 10 Bidding .  10 Drawings and Specifications1 0 Collateral Material 11 11 Construction Practice Advantages o f Composite Steel Floor Deck 12

Composite Compo site Slab Slabs s

.

 

12

SOl Specifications and

Commentary for Composite Steel Floor Deck 14

Scope .  Materials Design Attachments .  

.

 

14 14 . . 14 . . 16

As a Composit e Unit .   17 Constr uction Practice Construction . . 19 Additional Information and Comments .  . . 20 2

Loading Diagrams and Bending Moments Loading Diagrams and Deflections .. . Loading Diagrams and Support Reactions . . . Composite Steel Floor Deck

21

 

21

 

21

 

Design Example . .

Pour Stop Selection Table

22

Erection Insulation

24

SOl Standard Roof Deck Load Tables

SOl Specifications and

Commentary for Non-Composite Steel Form Deck

Scope . . Materials Design

  .  .  ...

 

.. .  . 

Design Example . .

 

. . 25 25 25 25

29

SOl Specifications and

Commentary for Steel

RoofDeck . .

Scope .. . Materia Is Design

   ..

.

 

 

.

  .  .  

Acoustical Deck . .

. . . . 30 .   30 30

. . 30

. 31 32

. 33 . 33 33

 

34

. . 38

  39

Long Span Cellullar RoofDeck .

 

SOl Roof Deck Design Example

31

. 33

Long-Span Roof Deck . .

Installation and Site Siteand Storage 26 Loading Diagrams Bending Bend ing Moment s . .   28 Loading Diagrams and Deflections Cri Criteri teria a 28 Form Deck Typical Slabs 28 Weld Patterns .  . 28 Non-Composite Steel Form Deck

Recommended Maximum Spans .   . ..  Cantilever Span Spans s .  .. Installation Protective Coatings Site Storag Storage e .  .  .

39

.

 

. . 40

SOl Roof Deck Suggested Architect s Specifications 41

Accessories . .

 

.

 

41

Steel Roof Deck Fire Resistance Ratings Special Notice

42

...

 

43

The Steel Deck Institute

reserves the right to change revise add to o r delete any data contained in this manual without prior notice.

Box 9506 Canton, Ohio 44711 216) 493-7886 PO

Copyright, 1987 Steel Deck Institute

 

Steel Deck Institute

Dr. Larry D. Luttrell, P E Professor Civil Engineering West Virginia University Advisor for Steel Deck In stitute

MEMBER

BOWMAN METAL DECK

Box 260 Pittsburgh PA 15230 PO

CONSOLIDATED SYSTEMS INC. P.O. Box 1756 Columbia SC 29202 EPIC METALS CORPORATION 11 Talbot Avenue Rankin PA 15104 MARLYN STEEL PRODUCTS, INC. 6808 Harn Harney ey Ro Road ad Tampa FL 33610

d

NICHOLAS J. BOURAS INC. 475 Springfield Ave. P O Box 662 Summit NJ 07901 BUILDEX DIVISION BUILDEX DIVISI ON ILLINOIS TOOL WORKS INC. 1349 Bryn Mawr Avenue Itasca IL 60143 CONDUFLOR CORPORATION 30 North Park St. P O . Box 522 Comstock Park Ml 49321 W. R GRACE COMPANY Construction Products Div. 62 Whittemore Avenue Cambridge MA 02140 HILTI, INC. P.0 . Box 45400 Tulsa OK 74147

ROOF DECK, INC . P.O. Box 295 Hightstown NJ 08520

ITW/RAMSET FASTENING SYSTEMS 2100 Golf Road West Building Suite 460 Rolling Meadows IL 60008

VULCRAFT, DIV. NUCOR CORP. 4425 Randolph Roa Road d Charlotte NC 28211 WHEELING CORRUGATING COMPANY Division Wheeling-Pittsburgh Steel Corporation 1134-- 4 0 Market Street 1134 Wheeling W V 26003

J

1

TE MEMBER

ROLL FORM PRODUCTS, INC. 268 Summer Street Boston M A 02210

UNITED STEE STEEL L DECK, INC. P. O Box 662 Summit NJ 07901

Before making useeof this manual manu al pleas please review special notice on page 43.

SSOCI

l

LOADMASTER SYSTEMS, SYSTE MS, INC. P.O . Box 800007 Dallas TX 75380 MIDLAND-ROSS CORP.

Electrical Products Div. P.O Box 1548 Pittsburgh PA 15230

TECHNICAL COATINGS COMPANY

Subsidiary of Benjamin Moore 51 Chestnut Ridge Road Montvale NJ 07645

 

Steel Deck pplications

 

S t eel

eck

I n stitu te

Gd J s

 

The

Steel

eck

Institute

Since 1939 the Steel Deck Institute has provided uniform industry standards for the engineering design manufac ture decksand . field usage of steel The SDI is concerned with cold-formed st stee eell products with variou various s configurati ons distinctive to individual manufa cturer s use used d to sup port finished roofing materials or to serve as a permanent form and/or positive reinforce ment for concrete floor slabs. Members of the Institute are manufacturers o f stee steell floor and roof decks . Associate

purpose of these func  tions s three-fold: The

develop ste steel el decks that are engineered for struc

To

tural soundness that main tain consistent quality that adapt to a wide range of designs and systems and that ar are e economical in both initial and life-cycle costs .

2

3

initiate design and instal lation procedures that conform to good construc tion practices and that meet cost requirements. To

n 1975 SDI members concluded that the Institute should expand its design manual to include floor decks used either

composite slab design or as in permanent a form.

The result is this publication the Steel Deck Institute Design Manual for Composite Decks Form Decks and oof Decks a definitive guide to the proper design and specification of steel decks . Standards

•

make this information readily accessible to

To

members are ar e manufacturers fasteners coatings and otherof related rela ted compone nts contrac  tors and others in the field who share SDI interests.

designers and owners. Design Manual for Composite Decks Form Decks and Roof ecks

The Institute is managed by an ex ecutive director who super vises the programs developed through the combined efforts of the total membership.

Since steel decks were originally used only for roof cons truc tion the Steel Deck Institute traditionally limited its attention to roof assemblies.

Continuing SDI SDI funct ions include preparat ion review and distribution of literature referral of inquiries to appro

For more than a decade however SDI members have been manufa cturing st stee eell decks for floor assemblies. These com-

of priate sources coordination research and testin g and liaison with other construction industry associations on matters of common interest.

panies have developed floor deck engineering data and have establ established ished performance standards through laboratory testing and field usage.

•

The SD SDII develo ped the fol lowing standards for steel floor decks roo f decks and related products : Replaced Replac ed gage with design thickness as the unit of measure in references to material thickness;

•

Established manufacturing tolerances;

•

Developed site storage and erection erecti on recommendations;

•

Standardized accessories  sump pans ridge and valley plates and cant strips;

•

Developed specifications for Composite Steel Floor Deck Non-Comp osite Steel St eel

Form Deck and for Steel Roof Deck;

 

Steel eck [ Institute S

•

Defined standard roof deck sections and issued stand ard load tables for narrow, intermediate, and wide rib decks.

Testing

Independent tests are the best guide to product performance and reliability, a philosophy to which Steel Deck Institute members subscribe . Their sup port for an ongoing program is indicated by the number and scope of tests already per formed and by their policy of sponsoring new tests when new products or applications are introduced by the industry industry.. Following are completed rooff deck tests for which roo published results are available;

•

U.L.Fire Ratings: Ratings: two-hour steel deck assembly; acoustical ceiling with wide joist spacing; steel roof assembly with directly applied insulati insulation; on;

•

National Bureau of Stand ards fire tests on various steell roo f deck stee

•

constructions; Steel Deck Diaphragms .

SDI manufacturers can furnish fire ratings, load test results, and other perform ance test reports for their own products . Roof eck Certification Program The Steel Deck Institute offers deck manufactur ers both members and non-members) certification of product design through an engineering analysis by independent consulting engineers . To receive design certification for a roof deck section, a manufacturer must submit a profile with dimen sions and a load table either

his own or the SDI Standard Load Table) to the SDI. A computer program analyzes the profile and dimensions and produ ces a load load table. If the manufacturer s stated safe loading is verified by the com puter analysis, the SDI issues a certificate which states that the product is designed in accordance with S Dl S pec pecifi ifi catio ns and also verifies the manufacturer s load tables .

d

i

OTHER PUBLICATIONS Steel eck Institute Diaphragm Design Manual

The

An essential, comprehensive and practical reference for Engineers, Architects, Detailers, Draftsmen, Contrac tors, Building Officials and people engaging in the design and use of Steel Deck and Steel Structures. This Thi s hard-b ound manual repre sents a full-scale diaphragm study conducted over the past 20 years by Dr Larry Luttrell at the Major Units Laboratory of West Virginia University. University . This

is

publication No . DDM01

and may be purchased from theSDI.

Comprehensive Steel Institute Binder

eck

A complete, hard-bound encyclopedia containing valuable, tabulated material for Composite Decks, Form, Decks, and Roof Decks . This manual provides State-of the-Art product catalogs of SDI Member Manufacturers, and publications of Associate Members who furnish items used in steel deck construction.

This publication is available through the SDI.

 

The

Steel

Deck

Institute ADVANTAGES OF STEEL DECK: Versatility Steel decks complying with SDII Spe cifi SD cificati cations ons are are avail able from the member com panies in 1 , 2, 3, 4 , 6, and 7 -inch depths; 6, lV2 8, 9, and 12-inch rib spacings; with and without stiffening elements, with and without acoustical material, cellular and non-cellular, and in varying material thicknesses. This extensive choice makes steel deck applicable to a wide

range of projects and and structural designs . Structural Structur al Strength with Less Weigh t Less The properties of steel are used with maximum efficiency in the design and fabrication of steel decks, resulting in products with a high strength to-weight ratio. As a result, delivery, erection, and struc tural framing costs can e lower than with other systems .

Appearance Although steel deck is primarily a structural component, it is visually attractive when left ttractive

in

other applications exposed applications. With the properly specified . factory and field coatings, steel deck is easy to maintain, dur able, and esthetically pleasing .

All Weather Construction Steel deck can be erected in most weather conditions, elim inating the costly delay delays s that

 

Steel

eck

Institute

can occur with other types of roof systems. Required Fire Ratings U L fire resistance ratings on standard roof assemblies have been obtained by the Steel Deck Institute. Individual SDI manufacturers have ratings on their own products . Most fire resistance requirements can be met with products manufac tured by SDI members.

Gd i S

Uniform Quality Through engineering and con tinuously refined production techniques, SDI manufacturers

Economy and Value Value is determined by com bining initial costs life-cycle costs and overall perform

that conform to produce decks specified standards.

ance. are theSteel best deck valueassemblies in roofing designs . They combine low cost with top performance.

Proven urability Steel deck in place and per forming satisfactorily for more than a half-century is indicative of the product s durability durability..

9

 

Code o f Recommended

Standard Stand ard Prac Practic tice e

Forr Com Fo Compos posite ite Deck Deck Form and Roof Deck Construction 1 General 1 1 Scope: This code is intended to promote safety and quality construction in accordance with good engineering neerin g pr actice . It is designed to assist in th e preparation o f the sales co ntract by providing contract details which can be adopted by reference. 1.2 Application: This code sha ll govern wh ere building codes, architects and engi-

1 5 Responsibility for Design: When details of design are specified, the seller shall shall assu me no responsibiility other than to responsib furnis furni s h materials as specified. W h e n details o f design are not specified, the seller shall furnish all materials req equi uirr ed in accordance with Section 1.3 of this code.

2. Bidding

neers plans and spec ifi cation catio ns or contracts are not co mp mpll ete or clear clear.. There sha ll be no conf li ct

2 1 Bas Base e Bids: Bids: 2 1 1 Roof Deck: Base bids s hall include includ e roof deck, ridg e and and valley plates, and s ump pans per a rc hi t ects

between this code and any legal building regulation; it sha ll only supp leme nt and am p lify such law s .

plans and spec ifi ca t ions. No other accessorie s shall be includ included ed unless spec ifi ed.

1.3 Design: In the abse absen nce o f o rdin rdinances ances or o r specifications to the contrary, des ign sha ll be in accordance with the cu curr re nt Specifications of the Steel Deck In stitute .

2.1.2 Composite Flo Floor or Deck and non Composite

1.4 Pla Plans ns and Specif ica ica-tions for Bidding: Plans and specifi cations sha sha ll

c lear w details sha ll ly besho complete as and to extent of deck and accessories to be furnished by

the se ll er.

Form Deck: Base bids shal l include deck and only those accessories speci specifically fically designated o n the plans a nd ca ll ed for in the appro appro-priate division of the specif ica t ion ions s.

2.21ncomplete Plans and Specifications: Incomplete plans and specifications shall be bid on the basis that the seller sell er shall pr o vide material in agreement with th e provisions of this code.

2 . 3 Special Details: Any material required to su sup p port the stee l deck sha ll not be in cl ud ed. 3. Drawings and

Specifications 3 1 Furnished by Buyer: Th e buyer s hall furnish furni sh comple t e ar ar c hi t ec t ur al plans a nd specif icatio n s , structu ra l stee l drawings, and purlin placing plans, all correctly dimensioned.

3 . 2 Furnished by Seller: The se ller sh s h a ll furnish erec erec-tion layouts c lear early ly sh sho o wi n g the lo ca t ion o f a ll sheets . Th e seller shal l also furni s h as many prints as may be reasonab easonably ly necessary, but the tracing sha ll remain the property of the seller.

3 . 3 Discrepancies:

The architect s plans s hall b e ass umed to be correct in the abse nce o f writt en noti ce from th e buyer to the

10  

S t e ~ l

Deck

Institute

contrary. When structural steel or purl n placing plan? do not agree with the archi tect s plans, the structural plans shall be considered as a written notice of change of plans. Approval: The erection layouts shall be submitted to the buyer for approval unless the buyer instructs the seller to submit same directly to the architect or waives his right of approval. The The buyer or architect) shall return one copy marked with his approval or with such cor3 4

as The rections he may deem necessary. seller shall not start shop work prior to final approval of his drawings unless such approval is waived . 3 5 Changes y Buyer After Approval: When any changes are made by the buyerafterapprovalor when any extra materials are required, the cost o f

such changes and extra materials shall be paid by

the b uyer at a price agreed upon between the buyer

and seller.

4

Collateral Material Although certain c o l l t ~ r l materials are not supplied by the steel deck manufacturer, it is the desire of the Steel Deck Institute to have certain principles f o l l o w ~ in specifying and furn1shmg these collateral materials in order to provide a satisassembly.. factory deck assembly This code is not intended to encroach upon the stand ard practices of the related industries, but is intended to supplement and ~ m p l i y specifica tions pert a n ng to their products . 4 1 Insulation: All steelwith roof decks shall be covered a material of sufficient insu lating value to prevent condensation under normal

occupancyconditions.lnsu-

lation shall be adequately attached to the steel roof deck by adhesives or mechanical fasteners . Insulation materials shall be protected from the elements at all times during the storage and installation .

[

s

J

Roof Coverings: A suitable roof covering shall be applied over the insulation. 4 2

4 3 Sheet Metal Work: All closures, flashings, et etc c ., used in roof deck construction unless otherwise shall be detailed s p e ~ i f i e d and furnished by the sheet metal contractor.

Field Painting: Any field painting or touchup of abrasions or deterior deterior  ation of the primer coat or other protective finishes shall be the responsibility of the buyer. 4 4

5 Shea r Connectors: Connectors: The layout, design, numbering or sizing of shear connectors is not the responsibility of the deck manufacturer . 4

5 Construction Practice The Steel Deck Institute recommendations for site storage, installation, and construction practices are addressed specifically in appropriate deck speci the fications in this design

manual and are an integral part of this Code o f Recom mended Standard Practice.

 

Advantages o f Composite Steel Floo Floorr

Deck

Composite c t ion Steel floor decks engineered for use in composite slab design furnish positive reinforcement for the

Improved Composite Beam Construction In a composite beam assemb ly a composite floor slab and a steel beam are

Working Platform Where many floor designs require temporary safety f loors for tradesmen f loor deck with

concrete slab and can elim -

joined by shear connectors to create one structural structural u nit which has greater strength than a separate sl s lab and beam . Floor decks eng ineered for composite beam design simplify connector installations and enhance concrete coverage around shear connectors. In some cases fu l l AI A ISC shear connector values and solid slab design can be app l ied .

appropriate design and insta llation can be a safe working

inate the need need for any additional positive reinforcing . Composite floor decks are designed to interlock positively with the overlying conc rete fill resulting in unit action . The interlocking process is achieved by mechanical means deck profile and surface bond bond or a combinat ion .

platform

Permanen t Forms Steel floor Permanent decks eliminate the need for erection and removal of temporary forms .

12  

Steel

eck

Institute

l

d

1

Required Fire Rat ings UL fire res istance ratings for floor deck assemblies have been obtained by SDI manufacturers for their own products . Ratings are avai lable for steel deck both with and without sprayapp l ied fireproofing and w ith regular weight lightwe ight and semi-lightweight concrete .

13  

SDI

Specifications Commentary for and Composi Comp osite te Stee Steell Floo Floorr Deck

1. Scope This specification pertains to composite steel floor deck. Commentary: Composite steel floor deck is cold formed ste steel el deck which acts as a permanent form and as the positive bending reinforcement for the struc struc  tural concrete . When suitably fastened the steel dec k also also acts a cts as a working platform for the various trades. After the concrete hardens the steel deck and the concrete are interlocked by the shape of the deck, mechanical means means,, surface bond, or by a combination o f these means . 2. Materials 2.1 Composite Steel Deck: Composite Composit e steel floor deck shall be fabricated from steel conforming to Section 1. 2 of the latest edit on 1980), of the Am erican Iron and Stee Steell Institute, Specifi Specifi cation for the Des ian and Cold-- Form ed Steel Struc Cold Struc tural Members. The steel used shall have a minimum yield point of 33 ks ksii . The delivered thickness o f the uncoated steel shall not be

less than 95 thickness.

of the design

Commentary: Most of the composite floorsteel steel deck is manufactured from conforming to ASTM Desig

nation A611, Grades C and D or from A446 Grades A, C and E. E. If the published pr od uct literature does not show the uncoat ed steel thickness in decimal inches or milli milli meters) but lists gage or type numbers, then the thickness of steel before coating with paint or metal shall be in conformance with the following table :

Type No .

Design Thickne ss Thicknes In c hes

Minimum

Thickness Inches Inche s

19

0 .0295 0 .0329 0 .0358 0 .0418

18

0.0474

0 .045

17

0.0538

0.051

16

0.0598

0.057

22

21 20

0.028

0 . 031 0.034 0.040

2.1a. Finish: The finish on the steel composite deck shall be as specified by the designer and be suitable for the environment o f the structure.

Commentary: Since the composite deck is the

positive bending reinforce ment for the slab it must be

designed to last the life of the structure; a minimum recommended finish is gal vanized coating conforming to ASTM A 525 G60. 2 2 Concrete: Concrete shall be in accordance with the applicable sections of chapters 3, 4 and 5 o f the ACI 318 Building Code

Requirements for Rein Rein forced Concrete . Minimum compressive strength (f' c) shall be 3000 psi. Admix  tures containing chloride salts shall not be used. Commentary: The use of admixtures containing chloride salt salts s is not allowed because the salts may co r  rode the steel steel deck which has been designed as the slab reinforcement.

3 Design Deck

s

a Form)

3.1 The section properties of the steel floor d eck as a form in bending) shall be be computed in accordance with the American Iron and Steel Institute Specification for the Design of Cold Cold--

14  

S te e l

eck

I ns t i t ut e

Formed Steel Structural Members, 1980 edition . 3.2 Stress in the deck shall not exceed 0.6 times the yield strength with a max imum o f 36 ksi under the combined weights of wet

concrete, deck, and the

following construction live loads:: 20 pounds per square loads foot uniform load or 150

pound concentrated load on a 1 -0 section of deck. See Figure 1.

Commentary: The loading shown in Figure 1 is is representativ sentat ive e of the sequential lo ad ing of w et concrete on the form. The 150 pound

load is the arithmetic result of 200 lb . (man's weight) x . The philosophy here is to allow a in crease in stress due to the temporary nature of a man lo load. ad. Decreasing the load by 25% is the mathematical equiva lent of all owing a 33% increase in stress . Also the 150 pound load is considered to be applied to a one foot width -experience has shown that a greater distribution

really occurs. In the past, many manufacturers have recommended using a 20 psf

construction load simultaneously applied over all spans; the loading situations of Figure 1 are more severe than the old uniform lo load ad method. It is recommended that clear spans be used in the equations of Figure 1. 3.3 Calculated theoretical deflections of the deck, as a form, sh a ll be based on the weight of the concrete (as determined by the design slab th ick ness) and the weight of the steel deck, uniformly lo loaded aded on all spans and sha ll be limited to L/180 or % inch, whichever is smaller. Deflections shall be relative to supporting members. See Figure 2.

deflec Commentary: The deflection ca lculations do not take into account construction

loads as these are con sidered to be temporary loads; the deck is designed to always be in the elastic range so removal of tem porary loads should allow the deck to recover recover.. The

structura steel l also def under thel stee loading thelects wet of defl concrete. The designer is urged to check the deflection of the total system

[

S

dJ i

especially if composite beams and girders are being used. 3.4 The bearing lengths sha ll be determined in accordance with the AISI spec ifi ification; cation; a uniform loading case of wet concrete plus deck weight plus 20 psf construction lo load ad sha ll be used. See Figure 3. Commentary: In the past, 1 inches of end bearing was the minimum; this is still a good rule of thumb that will, in general, prevent slipoff.lflessthan Vz inches of end bearing is available, or if high support

reactions ar are e expected, then the design engineer should ask the deck manufacturer to check the deck web stress . In any case, the deck must be adequately attached to the structure to prevent slip off. (CONTINUED)

Figures 1, 2, and 3 are found on page 21.

15  

SOl Specifications Commentary for and Composit Comp osite e Steel Steel Floor Deck CONTINUED)

4. Installation Installation 4.1 Welding: Floor deck units sha shallll be anchored to supporting members, including bearing walls, with nominal 5/8 inch diameter puddle welds or equ ival ent at all edge ribs plus a suffi cient number of interior rib ribs s to provide a maximum aver age spacing of 12 inches. The maximum spacing between adjacent points of attachment shall not exceed 18 inches. Welding washers shall be used when welding steel floor deck of less than 0 .028 inch thickness . Commentary: The layout, design, numbering or sizing of she shear ar connectors is not the responsib responsibility ility of the deck manufacturer. If studs are being applied through the deck onto the structural steel the stud welds can be used to replace the puddle welds . The deck should be welded to act as a working platform and to prevent blow off.

general, stronge r welds general, are obtained on 0 028 inches inch es or thicker deck without weld washers. n

Welds decks than 0 .028 on inches areless stronger with washers. 4 2 Mechanical Fastener Fasteners: s:

Mechanical fasteners powder-actuated, screws, pneumatically driven fas teners, etc.) are recognized as viable anchoring methods, providing the type and spac ing of the fasteners satisfies the design criteria. Docu  mentation in the form of test data, design calculations, or design charts shou ld be submitted by the fastener manufacturer as the basis for obtaining approval . The deck manufacturer may recommend additional fasteners to stabilize the given profile against sideslip of any unfastened ribs.

4 3 Lapped and Butted

Ends: Deck ends may be either butted or lapped over supports. Standard tolerance for ordered length is plus or minus 1/2 inch . Commentary: If stud shear connectors are used, deck units shou ld be butted and not lapped. Gaps are acceptable at butted ends . If the tape or taping of butted ends is requested, it is not the responsibility o f the deck

manufacturer.

Staggering floor deck end laps is not a recommended practice. The deck capacity as a form and the load capacity of the composite deck/slab system are not increased by staggering the end laps; layout and erec tion costs are increased . 4 4 Differential Deflection:

Shall be controlled by fas tening together sidelaps of floor deck units as recom  mended by the steel deck manufacturer.

16  

Steel Deck [

Institute

5. Design Deck and Concrete As A Composite Unit 5.1 General: The composite slab shall be designed s a reinforced concrete slab s lab with the steel deck acting as the positive reinforcement. Sla Slabs bs sha ll be designed s simp le or continuous spans under uniform loads . Commentary: High concen

trated loads, diaphragm loads, etc. require additional analysis. Most published liv live e load

tables are based on simp le span analysis of the com posite systems; that is, the slab is assumed to crack over each support. If the designer wants a contin uous s lab, then the negative reinforcing shou ld be designed using conventional reinforced concrete design t ec hniques -t he welded wire mesh, chosen for

temperature reinforcing Section 5.5), does not usually supply enough area for continuity. The deck is not considered to be com

pression reinforcing.

Care shoul should d e used during the placement of loads on rolled in hanger tabs for the support of ceilings so that approximate uniform loading is maintained. The individual manufactur er sho should uld e consulted consult ed for allowable loading on single rolled in hanger tabs. Improper use of rolled in hanger tabs could result in the over stressing of such tabs and/or the over loading of the composite deck slab. 5 2 Testing: The deck man ufacturer shal l have per formed or witnessed by a

licensed engine engineer, er, a suff i cient number of tests on the composite deck/slab system to have determined load/ deflection characteristics and the mode of failure under uniform or symmet rically placed point loads. Based on the test informa tion the design load rationale shall be established by: 1 . ) Elastic flexural analysis or 2.) Ultimate strength anal ysis based on shear bond failure or flexural failure .

dJ i

5 2a Elastic Flexural work

ing stress) analysis for unshored construction.

Under the superimposed live) load the tensile stress of the deck, between sup ports, shall not exceed 0.6 times the yield strength of the steel. Under the com bination of superimposed live) load, the weight of the concrete and the weight of the deck, the tensile stress of the deck, between sup ports, shall not exceed 0.8 times the y ield strength of the steel. 5 2b Elastic Flexural work

ing stress) stress analysis for shored construct ion. Under the total loading, the tensile stress of the deck, between supports, shall not exceed 0.6 times the yield strength of the steel with a maximum of 36 ksi. CONTINUED)

7  

SDI

Specifications Commentary for and Compos Com posite ite Steel Steel Floor Deck CONTINUED)

5. 2 c Ultimate Strength analysis based on flexural or shear bond failure shall be based on a minimum safety

For most applications the deck thickness and profile selected so that shoring is not required; the live load

factor of 2 .

capacity of the composite system is then usually more than adequate for the superimposed ( l ive) loads . n calculating the section properties of the deck (under section 3. 1 of these specific at ions) the AISI provisions may require that the compression flange be reduced to an effective width, but when used as tensile reinforcement the total area of the cross section may be

Commentary: By using one of the appropriate anaylsis techniques (either working stress or ultimate strength) the deck manufacturer determines the uniformly applied live loads that can be applied to the deck/slab combination.

used .

is

5 3 Concrete: Working Stress Analysis). 5 3a For unshored construction the compressive stress in concrete shall not exceed 0.45 f c under the

applied live load. For shored construction the compressive stress in the concrete shall not exceed 0.45 f c under the total dead and live loads .

5 3b The allowable shear stress shall conform to ACI specifications.

5 3c Minimum Cover of Concrete above the top of the floor deck shall be 2 inches . When additional

(negative bending) reinforcement is placed over the deck, the minimum cover of concrete above the reinforcement shall be inch.

18  

Steel Deck Institute

c

d iJ

5 4 Deflection: Deflection o f the composite slab shall not exceed L/360 under the super-

Commentary: If welded wire mesh is used with a steel area given by the above formula, it will generally not be sufficient

Prior to concrete placement, the steel deck shall be free of soil, debris, standing water, loose mill scale or coa ting,

Commentary: Live load deflections are se ld om a design factor. Th e deflection of the s lab /deck combination can best be be predic ted by using the average o f the cracked and uncracked moment of in ertia as d etermined by th e trans trans formed section method of

to be the total negative rein forc em eme e nt : h ow ever ever,, th e mesh has shown that it does a good job of crack control espec ially if kept near the top o f the slab 4 inch to 1 inch cover).

other r eig nismatter and . mu Careall st befoexerc ed when placing concrete so that the deck will not be subjected to any im pact that exceeds excee ds the design capacity of the d ec k . Concrete shall be p laced in a uniform man  ner over the supporting structure and spread

imposed lo load. ad.

analysis .

5 5 Temperature and Shrinkage reinforcement, consisting o f w e lded wi r e fabri c or

ll h ave a rminimum e infor inforc c in garea bar so,f sha 0.00075 times the area o f concrete above the de ck , but sha ll not be less than the area provided by 6 X 6 - 10/10 6 X 6 - W 1. 4 X W1.4) w e lded w ir e fabri fabric c . For those products so manufac  tured, shear tran sfer wire s welded to th e top of the deck may be co nsid nsidered ered to act as s hrinkag hrinkage e or temperature re infor inforce ce m e nt.

6 0 Construction Practice

The n ee eed d for t empora ry shoring shal shalll e investigated and, if required, it shall be designed and installed in accordance with th e applic ap plic  able ACI code and shall b e left in place until the slab attain attai n s 7 5 o f it its s spec ifi ified ed compressive strength.

towards the center of the deck span . If buggies are used us ed to place the co nc r ete, runway s shall be planked and th e buggies sha ll only

operate on pl anking . Planks shall b e of adequate stiffness to tra nsfer loa load d s to the steel deck without damaging the deck. Deck damage ca u sed

by ro ll bars or careless place  ment must be avoided. CONTINUED)

9  

SOl

Specifications and Commentary for Composi Comp osite te Steel Floor Deck CONTINUED)

7 Additional Information and Comments: 7 1 Parking Garages; Composite floor deck has

been used successfully

in

many parking structures around the country; however, the following

precautions should be observed: 1 s labs sh s h o uld be designed as co ntinuou ntinuous s spans with negative bend ing reinforci reinfor ci ng ove r the supports; 2 . add itional re infor inforci ci ng s hould be in c lud ed to deter crack ing caused by large temperatu re differ ences and to provide lo load ad distribution; and, 3. in a reas where sa lt water, eit h er brought int into o the structure by cars in winter or ca rri rried ed by the wind in coasta l areas, may deteriorate the deck, deck, protective measures must be taken . The top surface of the slab must be effec effec-tively sea sealled so that the sa lt water cannot migrate through the slab to the stee l deck; a minimum G90 galvanizing is r ec eco ommended a nd , th e exposed expose d

bottom surface o f the deck should be protected with .a durable paint .

The protective measures must b e maintained for the I fe fe o f the building. If the protective measures ca nnot be assured, the steel deck can be used as a stay in place form and the concrete ca n be b e re in forced with m es h or ba rs as requ ired.

2 Cantilevers: When cantilev ers are encountered the deck acts only as a permanent form; top re in forcing stee steell mu st be 7

designed by the st ru ct ur al e ngin nginee eerr. 7 3 Composite Beams and Girders: M os ostt compos it ite e f loor deck sec section tion s ar are suit su it-ablle for use with composite ab beams. The new 98 0 ) AISC Specif ica tion has ha s spec ifically provided for the use of deck in this ty p e of

co n str tru u ction.

7 4 Fire Ratings: M a ny di f -

ferent fire rated assemb lilies es that u se compos ite floor

deck are available. Consult each manufac tu r e r for a l ist of rating s

7 5 Fireproofing: The metal deck manufacturer shall not be responsible for the cleaning of the underside of metal deck to ensure bond of fire proofing. Adherence of fire proofing materials is depen dent on many variables; the deck manufacturer supplier) is not responsible for the adhesion or adhesive ability o f the fireproofing.

7 6 Dynamic Loads: Dynamic loading, e.g. fork lifts, can, over a long period o f time interfere with the mechanical bond between the concrete and deck w hi ch

achieves its composite action via web indents. Reinforcing steel running perpendicular t o the deck span and placed on top of the deck ribs is often used with this type of loading to distribut e co ncen t r ate d loads.

2  

Steel Deck Institute

FIGURE 1 Loading Diagrams and Bending Moments jP Simple Span Condition

i_

Simple Span Condition

i

.£

FIGURE 2 Loading Diagrams and Deflections

+ M = .25P.£ + 125W1.£ 2

1_.e_1 6. =

.0130W1.£   (1728 ) EI

Double Span Condition

i___:{ J + M = .125 (W1 + W2).£

_ .e_ _.e_ 6. = 0 0 5 ~ ~ 1 £

2

1728)

lp Double

Condition

• _____:{_

_ £

S

FIGURE 3 Loading Diagrams and Support Reactions Simple Span Condition

W

j_  e

Pext

Pext

Pext = .5 W1 + W2) f

W

Span

l diJ

W1

Double Span Condition

Triple

~ ~ ~ ~ i l i o n

+ M = 203P.£ + .096W1.£ 2

l

e

Pext

i_.e_  _.e_ 1\

l

_ 

e

I

e

Pint

I

Pext

Pext = .375 W1 + W2) f Pint = 1. 1.25 (W1 + W2) f

1

.0069W1.£   1728) EI

W2

_

e

- L .e_

W1

-

+ M = .096 ( W1 + W2).£

L.e

Triple Span Condition

2

j eJ eJ e jPext Pint Pint

Pext

.4(W1 +W2) f Pint = 1. 1 . 1 (W1 (W1 + W2) W 2)ff

Pext=

_ _. _

- M = . 125 (W1 + W2).£ 2

jp

Triple Span Condition

___L__i_L__I

~ ~

t

1

W1

+ M = .20P.£ .20P.£ + .094 .094 W1.£ 2 W2 W1 + M = .094 (W1 + W 2).£ 2 W2 W1 - M = .117 .117 (W1 + W2 ). i 2

Note for Figures 1, 2 and 3

P = 150-pound concentrate d load W1 =slab weight+ deck weight W2 = 20 pounds per squa re foot construction load =span length (ft. (ft.))

21  

  omposite Steel eck

Floor Design Example GIVEN A . Bay Size= 26' x 26' B. Superimposed load= 155 psf. C. Fire rating required=

2 hour. D. Concrete cover required on E F

d e c k = 3 % lightweight. Composite beam construction. Temporary shoring not preferred.

1. Review deck manufacturer's literature for available deck types.

shoring tables, choose deck that will not require temporary shor in g during construction.

In

Check the allowable super im imp p osed load tables for the requ ired loading . 2. Review deck manufacturer's literature for combinations that meet requirements .

13'-0 Beam Spacing Embossed Deck: Form ed and re inf orced with 3   x 0 .0474 design thi ckness composi t e stee l deck . D eterm in e required design s hrink hrinkage age and temperature rei nfor cemen t . Multi -span she sheets ets r equ ir e no temporary shoring.

8 '- 8 Beam Spacing Embossed Deck: Formed and reinforced with 2   x 0.0358 design thickness composite stee l deck . Determine required shrinkage and and temper atu re reinforcement .

 

Steel Deck

Institute

Formed ed and reinforced with 2 x 0.024 Deck with Wires: Form design desig n thi ckness composite steel deck with wires welded to top of deck at 6 c . to c.  

 

 

Multi-span sheets shor ing. 6 -6

in

d

Hanging requirements. Composite beams and and ratio to determine stud values. values.

Compatibility of coating to stud welding. Electrical requirements . Future Futur e flexibility flexibility..

 

Deck with Wires; Formed and reinforced with 1 Y x 0.024 design desig n thi ckness composite stee l deck with wires we ld ed to top of deck at 7 c. to c .  

 

both de ck types require require no temporary

shor in g.

Note: For al l of the above, no spray applied fireproofing of the deck required require d for a 2-hour rating.

is

Deck material and erection costs. Obtain from Steel Deck Institute member companies.) Overall floor depth. Cost of temporary shoring if shored forming is se lected . Deck fireproofing cost if pro tected deck is selected . Concrete availability and cost: lightweight) semi lightweight) regular

weight).

Concrete volume required .

REVIEW OF PRODUCT LITERATURE SHOWS THAT 8 '   8 BEAM SPACING MEETS REQUIREMENTS MO S T EFFICIENTLY.

i

ib width-to-height

Embossed Deck: Formed and reinforced with 1 Y x 0.0295 design desig n thi ckness composite stee l deck. Determine required required shrinkage and temperature reinforcement.

in

S

studs.

both deck types require require no tempo rary

Beam Spacing

Multi-span sheets

[

3.

Factors tha t should e considered in selecting a composite floor deck systems: Compatibility of deck to tota I structur e.

Various Variou s beam spa cings . Total material cost. Steel erection cost. Steel Steel fireproofing cost.

3  

S I

our Stop Selection Table OVERHANG INCHES)

SLAB DEPTH In ches)

5POURI STO 6P TYPES I 7

0

1

2

3

4

14

8 12

9 12

10 12

11 10

12 10

4 00

20

20

20

20

18

18

16

4   25 4   50

20 20

20 20

18 18

20

18

18

18 18 16

16 16

4 75

20 20 20

14 14

12 12

12

10 10

10

12

12 12

10

16

16 16 14

14

12

12

10

10

10

5 00

20

20

18

18

16

16

14

14

12

12

10

10

5 25

18

18

16

5 75

20 20 20

14

14

12

12

12

10

10

16 16

16 16 14

18 18

18 16

14 14

14 12

12 12

12 12

12

10

12

10 10

6 00

18

18

16

16

14

14

12

12

12

10

10

10

6 25

18

18

16

14

14

12

12

12

12

10

10

6   50

18

16

16

14

14

12

12

12

12

10

10

6   75

7 00

18 16

16 16

14 14

14 14

14 12

12 12

12 12

12 12

10 10

10 10

10 10

7   25

16

16

14

14

12

12

12

10

10

10

7 50

16

14

14

12

12

12

12

10

10

7 75

16

14

14

12

12

12

10

10

10

8 00

14 14

12 12

12 12

12 12

12 10

10 10

10

8  25

14 14

10

10 10

8  5  50 0

14

12

12

12

12

10

10

10

8 75

14

12

12

12

12

10

10

10

9 00

14

12

12

12

10

10

10

9  25 9   50

12 12

12 12

12 12

12 10

10

10 10

10

9 75

12

12

10 00

12 12

12

10

10 10

10 25

12

12

10

10

10

0   50

12 10

10 10

10 10

10

10 75

12 12

1  00

12

10

10

10

11 25

12

10

10

11 5 0

10

10

10

11  75

10

10

12 00

10

10

5   50

10 10 10

10

TYPES

DESIGN THICKNESS

20

0  0358

18

0 0474

10

16

0 0598

10

14

0  0747

12

0   1046

10

0   1345

10 10

1 FILLET FILLET WELDS @12 O .C

\

P

U ~ ~ '

\

STOP

2   M IN . SEENOTE5

 

NOTES : The ab above Se lec ecti tio o n Tab le is base d o n fo f o llllo o win wing g c r ite iteri ria a: 1. No rma mall we weiight co n c ret e 1150 PCF l. 2 . Ho ri rizo zo nt al and ve verti rti ca call de defl flec ecti tio o n is is limited to t o 1/ 4 max imum fo f or co nc ret e d ea d lo ad . 3 . Des Desiign str ess is limit limite ed to t o 20 KSI f or co ncr ete dea d loa load d te t emp mpo o rar ily in inc c rease eased d by o ne - third fo fo r the the con co ns t ruc ti tio on liv live e loa oad d o f 2 0 PSF . 4 . Po ur St o p Se lec ecti tio o n Tabl able e do es no t co nsid ide er th the e eff ec ectt of th the e performan rformance, ce, d ef lec ection tion , or rotation of th e pour st o p support wh ic ich h m ay in c lud e both th e su su ppor pporting ting co mp mpos os it ite e d ec k and /o r the the fram frame e. 5. Verti rtic c al leg leg return lil ip is is reco ecomm mme ended for typ type e 16 a nd lighte lighter 6 . Thi This s se lec tion is is not m ea nt t o repla place ce th the e judg judge em ent o f exp xpe erien rienc ced Stru truc c tu turral Engin nginee eerrs and shall be con co nsider idere ed as as a re ref erence onl on ly. S Ol rese rves th the e righ rightt to cha nge any any info info rmati rmatio o n in this thi s se lec ection tion with o ut no noti tice ce .

24  

Steel Deck

Institute

cd S

1

SOl Specifications and for Non Commentary Composit Comp osite e Ste Steel el Form Deck 1. Scope

This specification an and d com mentary pertains to the use of non-composite steel deck as a form for reinforced concrete slabs. Commentary: This specifi-

cation is not intended to cover highway bridges where AASHTO specifications may govern), siding applications, or exposed roofs. In the past, most of the steel decking used in the manner that this specification covers, was referred to as centering , however, various roof deck units have successfully been used as non-composite forms and the specification is intended to also include these applications.

2. Materials 2 1 The steel deck units shall be manufactured from steel conforming to ASTM designation A611 Grades C D orE, or A446 A, B C D or E; or equal having a minimum yield strength of 33 ksi . The unit design stress shall not ex ceed the yield strength multiplied by 0.60, with a maximum of 36 ksi. Commentary: Most of the

centering materials are offered in grade E steel

ASTM A611 or A446); this steel has a minimum yield strength of 80 ksi and is generally over 90 ksi. In the past, 30 ksi design stress was used for grade E material; however, the AISI specifications now allow a design stress of 36 ksi. 2 2 The delivered delivered thickness of the uncoated steel shall not be less than 95% of the design thickness. Ty p e No .

Des ign Thi c kn ess In c h es

M i nimum Thi c kn ess In c h es

28

0 .0149

0 . 014

26

0.0179

0.017

24

0 . 0238 0 . 0295

0 .023

22 20

18

0358 0 0 ..0474

16

0.0598

0.028 034

0 0 ..045 0 . 057

Commentary: Finishes

available are: 1. Galvanized Conforming to ASTM A525); 2 . Uncoated Black); 3. Painted with a shop coat of prime r paint one or both sides) . The uncoated finish is by custom, referred to as bl ack by some users of manufacturers; the use and the word bl ack does not refer to a paint colo r on the product.

Centering materials are usually available galvanized galvanized or uncoated. When unshore unshored d galvanized material is used to support a reinforced con crete slab, the weight of the slab is considered to be permanen tly carried by the deck; when uncoated or painted deck is use used d to su ppor pportt a

reinforced concrete slab the form is considered impermanent and the weight of the concrete should be deducted from the load capacity of the reinforced slab . For any permanent load carrying function, a mini mini-mum galvanized coating conforming to ASTM A525, G60 is recommended .

3. Design 3.1 The section properties of the ste steel el dec k unit uni t shall shall be computed in accordance with American Iron and Steel Institute, Specification for the Design of ColdFormed Steel Structural Members, 1980 edition . 3 2 Deck used as a form for structural reinforced) concrete slab: 3 2a Stress shall not exceed 0 . 60 times the yield strength with a maximum of 36 ksi under the combined weights of wet concrete, (CONTINUED)

25  

SOl

Specifications

for

Commentary and Non-Composite Non-Comp osite Ste Steel el Form F orm Deck CONTINUED)

deck and the following con struction live loads: 20 pounds per square foot uniform load or 150 pound concentrated load on a 1'-0 wide section of deck. Loads shall be applied in a manner which simulates the sequence of concrete placement. See figure 1. 3. 2b Calculated Form Deflection shall be based on the weight of the wet con crete as determined by the design slab thickness) and on the weight of the steel deck, uniformly loaded on all spans, and shall be limited to L/180 o r% inch, whichever is smaller. Deflection shall be relative to supporting members . See figure 2 .

Working Stress Design or Ultimate Strength Design may be used. The cover over the top of the deck shall not be less than 1 z . Commentary: In following the AC1 318 requirements for temperature reinforcement, the designer may eliminate the concrete area that is displaced by the deck rib. For slabs with total depth of 3 or less, the reinforcing mesh may be considered to be at the center of the concrete above the deck. See figure 3. If uncoated or painted deck is used as the form, the weight of the con crete slab must be deducted

3. 2c Minimum bearing shall be 1 % unless otherwise

from allowable live load of thethe reinforced concrete slab . If galvanized form is used, the weight of the slab is considered to be permanently carried by the deck and need not be deducted from the live load. If tempo rary shoring is used, the weight of the slab must be deducted from the a llow able live load of the reinforced slab regardless of the deck finish .

3. 2d Design of the concrete slabs shall be done in accordance with the ACI 318 Building Code. Either

Except for values, thesome deck diaphragm should not be assumed to act compos itely with the concrete even though strong chemical

Commentary: The deflection limitation of L/180 o r %

inches are intended to be minimum requirements. Architectural or other con siderations may influence the designer to use a more stringent limitation .

shown.

bonds, can and do, develop. 4 Installation and

Site Storage 4.1 Site Storage: Steel Deck shall be stored off the ground with one 1 end elevated to provide drainage

and shall be protected from the e lem ents with a water proof cove ring, ventilated to avoid condensation . 4 2 Welding 4 2a Deck sheets sha ll be welded to supporting stee l

immediately after alignment. Welding washers shall be used on all deck units with metal thickness less than 0.028 in c hes thick; welding washers shal l be a minimum thickness of 0 .0568 inches 16 gage) and have a nominal 3fs diameter hole . Where weld ing washers are not used, a nominal 0.625 inch (5fs ) diameter arc puddle weld shall be used. 4 2b Deck units with spans

greater than five fee t shall have side laps fastened at midspan or 36 intervals whichever is smaller. 4 2c Laps and Butted Ends: may be either Deck ends butted or lapped over sup ports . Standard tolerance for ordered length is plus or minus 1/2inch.

26  

Steel Deck [

Institute

Commentary: Se See e figure figur e 4 for minimum welding pat

terns . Side lap fasteners can be welds, screws, crimps

(button-punching), or other methods approved by the

designer. Welding side laps on thickness less than 0.028 inches may cause large burn holes, and is not recommended. The objec tive of side lap fastening is to prevent differential sheet deflection during concrete loading and therefore to prevent side joints from opening. The five foot limit on side lap spacing is based on experience. The deck contractor should not leave loose deck at the end of the day as the wind may displace the sheets and cause injury to persons or property. If studs are being welded to the top flange o f the beams, then deck sheets should be butted over the supports. Gaps are accept able at butted ends. Staggering floor deck end laps is not a recommended practice. The deck capacity s a form is not increased by staggering the end laps; layout and erection costs are increased. 4 3 Mechanical Fasten Fasteners: ers: (Powder-actuated, screws,

pneumatically-driven fas fas teners, etc.) are recognized as viable anchoring me thods, providing the type and spac ing of said fastener satisfies the design criteria. Docu mentation in the form of test data, design calculations, or design charts should be submitted by the fastener manufacturer on the basis for obtaining approval. The deck manufacturer may recommend additional fas teners to stabilize the given profile against sideslip of any unfastened rib ribs s. 4 4 Construction Practice

The need for temporary shoring shal shalll be investigated and, if required, it shall be designed and installed in accordance with the applic able ACI Code and shall be left in place until the slab attains 7 5 of its specified compressive strength. Prior to concrete placement, the steel deck shall be free of soil, debris, standing water, loose mill scale or coating, and all other foreign matter. Care must be exercised when placing concrete so that the deck will not be subjected to any impact that exceeds the design capacity ofthe deck . Con cre te shall shall be be placed in a uniform manner over the supporting struc-

di J

ture and spread towards the center of the deck span. span. If buggies are used they shall only operate on planking. Planks shall be of adequate stiffness to transfer load loads s to the steel deck without damaging the deck. Deck damage caused by roll bars or careless placement must be avoided. 4

Information:

Commentary: Fire ratings, diaphragm design informa tion and reinforced concrete

slab capacities are available from m ost form deck manufacturers.

4 6 Fireproofing: The metal manufacturer not deck shall be responsible clean for the ing of the underside of metal deck to ensure bond of fire proofing . Adherence of fire proofing materials is depen dent on many variables; the deck manufacturer supplier) is not responsible for the adhesion or adhesive ability of the fireproofing.

7  

FIGURE 1 Loading Diagrams and Bending Moments

P

Si m p l e

Span Co n di t i o n

FIGURE 2 Loadi ng Diagrams FIGURE and Deflections

_

S im p l e Span Co nd it io n

J

t

J

_

6

W

t

1

2

_

•

t

_ 

Span Condition

1

L

 

1

.£

1

.£

1

W1

EI

recommend ed by the manufacturer

(1728)

I

I

.

I

~

Structural steel (Joists)

length (ft .) le

.

~

e ~ t ~ ~ i d

End lap as

recommended by the manufacturer

(C)

W2 W1 + M = .094 ( W 1 + W 2 ) . i 2 W2 W1

~

.,

~Jt

Slabs over 3 Deep

i2

- M =. 11 7 ( W1 + W 2)   i2

End lap as

FIGURE 3 Form Deck Typical Slabs

2

- + M = .20P i + .094 .094 W  

.0069 W 1.i '

W 2 = 20 psotru unds peload pe r square foot c on ons c tion

2

t = span

Ip

=

Note for Figures 1 and 2 P = 150-pound concentrated load W1 = slab weight + deck we w e ight

W2 W1

- M = . 125 ( W 1 + W2)  i

/ ~

2

W2 W1

+ M = .096 (W1 + W2) . i

T riple

EI

\

u

__

I

Structural steel (Joists)

= .005 4W 1.i ' (1728 )

_ .t_  _ .t_  _ .t_  

t

t

t_ .e_t

(B)

~ ~ ~ i

W1

+ M = 203 P .i + .096W1.i

= .0130 .0130W W 1.£ ' (1728)

t

6

Tr iple Double Span Co n dition

(A)

EI

D o u ble S p an Co n di ti o n

+ M = .125 .125 ( W 1 + W 2).i

Weld Patterns

1_ .e_1

+ M = . 25 25P P i + . 125 W 1 . i 2 W

FIGURE 4

~

 

.. el '· .·.·.·. • . .

V 0

'J d

°·

.• .

op of form 21 12 and 3 slabs

D = Depth of Slab dt =Distance from reinforci ng steel to top of concrete. db= Distance from reinforcing steel to centroid of deck. deck .

-

db

IIJJ J ~

tructural steel (Joists)

' ' End lap as

recommended by the manufacturer

Intermediate side lap attachments not shown . See Section 4.2 Welding non-composite steel form deck . Note

Weld patterns A and B are for deck spans up to 4 ' 6 . Weld pattern C is for deck spans from 4 ' 6 to 8'0 . If spans exceed 8'0 , welds should be placed so that the average spacing (at supports) is not more than 12 .

28  

Steel Deck [

Institute

J

S

Non Comp Composit osite e St Stee eell Form Deck Design Example

1 . Deck is to be used as a permanent form for a reinforced conc rete slab. Specify the form section properties based on the following condit conditions: ions:

t

4

..

~

.

t::

_j_ . :_ :__ _·:· /

~

.

v. .

·

.

.

\

~

1.1 Concrete s sllab is 4   tota l t hi hickness ckness - 150 pcf

co n crete.

1. 2 Deck t o be u sed is nom n a P/8   deep, grade E st ee eell co nf o r mi n g t o A STM A446 (ga gallvan ized ) fy = 80,000 psi f = 36,000 ps psii

1. 3 Jois Joistt s at 5 '- 0 o.c. with 3   f lange width (c (cllear spa n = 4. 7 5 f t . ) . A ll sheets of deck can span three or more supports. 1  4 For architectural con  siderat deratiions, the wet load deff lec t ion is to be l imited to de L/240 of the span .

/

.t::=

,

q·

,

.·

\

.... .. . .~ . .

 

·

r?/

2 Construction Loads (to find conc rete weight, consu lt manufactur er's catalog).

Concrete weight (t ypica l 43 psf Deck we ight (estimated) 2 psf Tota l wet load (W,) 45 psf 3 N ega ti tiv v e Be nd ing - M = .117 (W ( W , + Wzl f 2 (12) = .117 (45+20) (4.75) 2 (12)

- M = 2059 in. lbs. Positiv v e Be nd in g 4 Positi + M = [0.20 P f + .094 W   f 2 ]

12 + M = [0.20x 150x4.75 + 0 . 0 9 4 x 4 5 x ( 4 .75 )2 ] 12 + M = 2855 in . l bs .

-- .

..

·

. . r;

il

.

. ·.. .......

· A:

5 . Section Moduli - S (required) =

2059/36,000

057 in

3

. + S (required)= = 0 . 2855/36,000 = 0 .079 in. 3 6 Calculate Requ ired I

6. = f / 2 4 0 = 4 . 7 5 x 12/240= 0 .2 375 in . 6. = 0 .0 0 6 9 W , f 4 (1728l El

(45) (4 .75) 4 1728 29 . 5 X 106 X .2375

I = .0069

I (requir ed ) = 0 .039 7. Summ a ry.

in

.4

Designer should specify deck based on these prope rties or specify the performance requ irements .

29  

SDI

Specifications and Commentary for Steel Roof Deck 1 Scope The requirements of this section shall govern only ribbed steel roof deck construction of varying configurations used for the support of roofing materials and design live loads. Commentary: Suspended ceilings, light fixture, ducts, or other utilities sha ll not be supported by the steel deck. 2 Materials 2 1 Steel Roof Deck: The steel roof deck unit s shall be fabricated from steel conforming to Section 1. 2 o f the latest edition (1980) of the American Iron and Steel Institute, In stitute, Specifications for the Design o f Cold - Formed Steel Structural Members. steell used shall have a The stee minimum yield strength of 33 ksi. The delivered thick  ness of the uncoated steel shall not be less than 9 5 of the design thickness.

Commentary: The stee l roof deck sha ll be manufactured from steel conforming to ASTM Designation A611, or from Grades Grade sGrades C, D orE A, B C D, E A446 or For equal. If the published product literature does not show the uncoated steel thickness in decimal

inches (or millimeters) but lists gage or type numbers, lists then the thickness of steel before coating with paint or metal shall be in conformance with the following

table: Type No.

Design Thickness Inches

Thickness In ches

22

0.0295

0.028

20

0 .0358 0 . 0474 0 .0598

0.034

18 16

Minimum

0.045 0.057

Standard tolerance for ordered length is plus or minus 1/2 inch.

3 Design 3 1 Stress: The maximum working stress sha ll not exceed 20,000 pounds per squa re in ch. The unit design stress sha ll in no case exceed the minimum yield strength of the stee steell divided by 1. 65 for spec ifi ific c design uniform loads. The unit design stress shall be increased 3 3 for temporary concentrated lo loads ads provided the deck thus required is no less than that required for the specific design uniform loads. 3 2 Section Properties: Structural adequac y o f deck sections sha ll be estab establilis s h ed

by the determination o f Section Modulus and Moment o f Inertia, computation for which shall be in accordance with conventional methods of structural design. Such comshalll refl ect the conputation shal cept o f Effective Compression Flange Width as limited by th e appropriate provisions of the latest edition ( 1980) o f the American Iron and Stee Steell Institute s Specification for the Design of Cold Formed Steel Structural Memb e rs.

Commentary: Arbitrar ily

assumed effective compression flange widths shall not be allowed. Testing shall not be u sed in lilie e u of the above in determination o f vertical lo load ad carrying carr ying capac ity of stee l deck .

3 3 Moment and Deflection

Coefficients: A moment coefficient of 1/ 8 sha ll be used for simple and dual spans and a moment coefficient of 10 sha ll be used for 3 or more spans. Deflection coefficients shall be .013 for simp le spans, 0.0054 for double spans and 0 .0 0 6 9 for triple spans. 3 4 Maximum Deflections: of the deck sha ll not Deflection exceed L/240 under the uniformly distributed design live liv e load . All spans are to be considered center -to - center of s upports .

 

30

Steel Deck Institute

Recom m ended M a x i m u m Spans for Construction and Ma inte na nc e Loads Standard 1 -Inch and 3- lnch Roof Deck

Type

Narrow

Rib Deck

NR22 NR22 NR20 NR20 NR18 NR18

Intermediate IR22 Rib Deck IR22 IR20 IR20 IR 18 IR 18 Wide Rib

Deck

WR22 WR22 WR20 WR20 WR18 WR18

Deep Rib Deck

3DR22 3DR22 3DR20 3DR20 3DR18 3DR18

Span Condition

Span Ft .- ln.

2 or more

3 -1 0 4 -9

2 or more

4 -1 0 5 -11

2 or more

5 - 11 6 - 11

2 or more

4 -6 5 -6

2 or more

5 -3 6 -3

Maximum Recommended Spans Roof Deck Cantilever  

11

6 -2

2 or more

 

11

11

2 or more 2 or more

7 -6 8 -1 0

2 or more

Commentary: Construction and maintenance loads:

Spans are governed by a maximum stress of 26,000 psi and a maximum deflection of L/240 with a 200-pound concentrated load at midspan on a

I•

fP N

IDE K

I

I

I

II

II

0

0

0

I

11

11

11 11

I

2 4 

11

11

J

I

11

11

1f

1 11

11

11

PARTIAL ROOF PLAN

1 -1 -1 0

11

1 5 -0 17 -8

EAM

BEAM

6 -3 7'- 5

2 or more

1 -2

1 -5

11

2 or more

1 2 -6 14 -8

STEEL DECK CANTILEVER

'

11

5 -6 6 -6

1 1 -0 13 -0

11

1 -2

11

J

1

All loads shall be distributed by appropriate means to prevent damage during construction to the completed assembly. assembly .

1 -7

7 4 

2 or more

1 -0

d

S

 

JL JL

Cantilever loads: Construction phase load of 10 psf on adjacent span and cantilever plus 200 pound load at end of cantilever with a stress limit of 26.67 ksi.

11

4 0 

4 -1 0

MAX

SECTION A

2 -1 0 3 -6

I

1 11

CANTILEVER

 

1 -0 wide section of deck . 11

If the designer contemp lates loads of greater magnitude, spans shall be decreased or the thickness o f the steel deck increased as required.

Service lo ad of 45 psf on ad ja cent span and canti lever plus 100 pound load at end of cantilever with a stress lim it of 20 ksi. Deflection limited to 1 240 of adjacen t span for interior span and deflection at end of canti lever to 1 120 of overhang.

CONTINUED)

3  

SDI

Specifications ommentary for and Steel Roof Deck CONTINUED)

Notes: 1. Adjacent span: Limited to those spans shown in Section 3 4 o f Roof Deck Specifica-

deducted from the above uplift forces .

structural support thickness of 0 . 06 inches.

4.2 Welds: Care shall be

4.4 Spacing o f Attachments for Welds o r

tions . n those instances where the adjacent span is less than

exercised in the selection of the electrodes and and amp er-

3 times the cantilever span, the individual manufacturer should be consulted for the appropriate cantilever span.

age to weld and to provide prevent positive high amperage blow holes. Puddle welds shall be at least inch diameter or elon gated welds with an equal perimeter.. Fillet welds when perimeter used, shall be at least 1 inch long. Weld metal shall penetrate all layers of deck material at end laps and side joints and shall have good fusion to the supporting members .

required for satisfactory attachment of deck to supporting structural members are as follows: all side laps plus a sufficient number of interior ribs to I m it the spacing in g betwee n adjacent points of attachment to 18 inches. For spans greater than 5 feet, the side laps shall be fastened together at a maximum spacing of 3 feet.

Commentary: The selection of welding rod and amperage are left to the preference of

4. 5 Powder Activated or Pneumatically Driven Fasteners: The allowable

2. Sidelaps must be attached at end of cantilever and at a maximum of 12 inches on center from end. 3. No permanen t suspended loads are to be supported by the steel deck. 4. The deck must be com-

pletely attached to the supports and at the sidelaps before any load is applied to the cantilever. cantilever . 4. Installation 4.1 General: Steel deck units shall be anchored to supporting members, including bearing walls, to provide lateral stability to the top flange of the sup porting structural members and to resist the following gross uplifts : 45 pounds per square foot for eav eave e overover hang; 30 pounds per square foot for all other roof areas. The dead load of the roof deck construction shall be

the individual welder. Welds are made from the top side of the deck with the welder immediately following the placement crew. Welding washers are neither necessary nor recommended for steel deck of 0.028 inches or greater.

4.3 Screws: The allowable load value per screw used to determine maximum fas-

tener spacing for either selfdrilling or standard metal type is based on a minimum size 12 and on a minimum

Screws: The location and number of welds or screws

load value per fastener used to determine the maximum fastener spacing is based on a minimum structural support thickness of not less than 1/8 inch and on the fastener providing a 5/16 inch diameter minimum bearing surface (fastener head size) . Documentation in the form o f test data, design calculation, or design charts shall be submitted by the fastener manufacturer as the basis for obtaining approval .

32  

Steel Deck [ Institute

Commentary: Powder actuated and pneumatically

driven fasteners are recog  nized as viable anchoring methods, providing the type and spacing of said fasteners sat isfies the design criter ia .

5 Protective Coatings 5 1 Finishes: All steel to be used for roof deck shall be galvanized, aluminized or prime painted. The roof deck s hall be free o f grease and dirt prior to the coating. The primer coat is intended to protect the steel for only a short period o f exposure in ordinary atmospheric condi tions and sh s h a ll be con

s id ered an impermanent and provisional coating. Commentary: Field painting of prime painted deck is recommended especia lly where the deck is exposed. n corrosive o r high moisture atmospheres, a galvanized finish is desirable in a G-60 or G- 9 0 coating.

corrosive or chem ical atmospheres, special care in spec ifying the finish n highly

n

should this case, be manufacturers used. individual

shou ld be contacted.

5 2 Fireproofing: The metal deck manufacturer shall not be responsible for the clean ing o f the underside of metal deck to ensure bond of fire proofing . Adherence of fire

proofing materials is depen  dent on many variables; the deck manufacturer supplier) is not responsible for the ad hesion or adhesive ability o f

the fireproofing. 6 Site Storage

Steel deck shall be stored off th e ground with one end elevated to provide drainage and shall be protected from the elements with a water proof covering, ventilated to avoid condensation. 7 Erection Deck sheets will be placed in accordance with approved erection layout drawing supplied by the deck manufacturer and in conformance with the deck manufacturer s standards. End laps o f sheets shall be a minimum o f 2 inches and shall occur over supports.

S

d

1

J

Commentary: The deck erector normally cuts all openings in the roof deck which are shown on the erection drawings and which are less than 16 square feet in area, as well as skew cuts which are shown on the drawings . Openings not shown on the

erection diagrams, such as those required for stacks, conduits, plumbing, vents , etc., shall be cut and rein  forced, if necessary) by the trades requiring the openings .

8 Insulation

Insulation board shal l be sufficient strength and th i ck  ness to permit unsupported spans and edges over the deck s rib openings . Cementitious insulating fills shall be poured only over galvanized deck and s hall be adequately v ente d. In a ll cases, the recommenda  tions o f the insu la tion manu  f ac turer shall be followed .

 

SDI Standard Roof

eck

LOAD TABLE TABLES S

Narrow

Rib

Deck Type 1

x 

NR Ribs Approx. 6 c

~

t

c

1%

Min.

Deck Type

V

Design Thickness (ln . )

Span Cond ition

NR

22

NR

20

NR

18

NR

22

NR

20

NR18 NR

22

NR

20

n

Simple

rn 2

f

t t t

3 or

NR18

more

w

+

Uni for m Total (Dea (Dead d Live) Load in Pounds Per Sq . Ft . Span Length - c . to c . Joists or Purlins (Ft. -ln . )

4 -0

4 -6

5 -0

5 -6

6 -0

0 0295

73

58

47

0 0358

91

72

58

48

40 54

6 -6

0 0474

121

95

77

64

0  0295

80

63

5

42

0 0358

96

76

61

51

43

0 0474

124

98

79

66

55

0 0295

100

79

64

53

44

0 0358

120

95

77

63

53

45

0 0474

155

123

99

82

69

59

7 -0

7 -6

8 -0

8 -6

9 -0

9- 6

10 -0

46

47

41

5

44

Steel decks comply ing with SDI Roof Specifications are available from member companies in 1 12, 2, 3, 4 12, 6, and 7 '12-inch depths 6, 7 12, 8, 9, and 12 12-- in ch rib spacings; with and without stiffening el elements. N otes: 1 . Load tables table s are calculated using Section Properties based on the s teel design thicknesses shown on page 30. 2. Loads shown in tables ar are e unifo rmly distributed total I dead plus live) loads in psf. All loads are governed by the allowable flexural stress limit of 20,000 psi for a 33,000 psi minimum yield steel. Where heavy construction loads or other unusual concentrated loads are are anticipated during the lifetime of the deck, the specified live load must be increased to offset the effects of the abnormal concentrated loading. See aximum Spans for Construction and Maintenance Loads on page 31. 3 . The rib width limitation s shown are taken at the theoretical intersection points of the flange and web projections. Dependi Depending ng on the radius used, the load table could vary from that shown. 4 . Span length assumes center-to-center spacing of supports. Tabula Tabulated ted loads shall not be increased by assuming clear span dimension s. 5 . Bending Moment formulae used for flexural stress limitations are: Simple

Two Span M

=

Three Span or More M

=

wf

wf

10

6 . Deflection formulae for deflection limitation are: .013wf'

Simple Span

:::

Two Span

:::.=

Three Span

:::.=

El

.0054 w i El

.0069 El

wf

117281

11728)

11728)

7. Normal Installations cove coverred by these tables do not require side sidellap fasteners between supports for spans of 5 feet o r less. 8. The manufactur er guarantees that the product identified as complyi ng with a Standard Load Table confo rm s to th e Roo Rooff Deck Specif ications of the Steell Deck In stitute and to the dimensional parameters established for that Stee

load table.

34  

Steel Deck [ Institute S

Intermediate

Rib Deck x 

1'/.

Type

f-----

I I I

Ribs App rox 6 c to c  

Deck Type IR

22

IR 20 IR

18

IR

22

IR

20

IR 18 IR 22 IR 20 IR

18

Design Thickness (ln.)

Span Condition

n

Simple

rn 2

f f t f 3 or more

I

.1

I

Min  

I

I 1

2

I 12

+

Min  

Uniform Total (Dead & Live) Load i n Pounds Pe Perr Sq . Ft. Span Length - c . to c . Joists or Purlins (Ft.(Ft .- ln .)

4 -0

4 -6

5 -0

5 -6

6 -0

6 -6

0.0295

86

68

55

45

0.0358

106

84

68

56

47

40

0.0474

142

112

91

75

63

54

0.0295

93

74

60

49

41

0.0358

11 2

88

71

59

50

42

0.0474

145

115

93

77

64

55

0.0295

117 11

92

75

62

52

44

0.0358

140

110

89

74

62

0.0474

18 1

143

116

96

81

7 -0

7 -6

46

40

47

41

53

46

40

69

59

52

Steell decks co mp lying with SD Stee SDII Roof Specificat ions are available from member companies in 1 depths: 6 7 2   8 9, and 12 12-- in inch ch rib s pacing s; with and without s tiff ening elemen t s . N ot es: 1 . Load tabl tab les are calculated using Sect Section ion Prope Properti es ba se sed d on the stee steell de des sign thi ck n esses shown on page 30. 2 . Loads shown in ta bl bles es ar are uniformly distributed to tal (d (dea ea d plus plu s live) loads in psf . All loads are governed by the al lowable fle flex xural stress limit of 20 000 psi for a 33 000 psi minimum y ield s teel. Where heavy co ns tru ction load loads s or other unusual concentrated load s are anticipated during th the e lifetime of the deck, deck , the specifi spec ified ed l iv ive e load mu s t be inc in c reased to offset th e eff ects of the abnorma abnormall concen trat trated ed loading . See Ma ximum Spans for Cons tru ction and Ma in intt e nan ce Loads on page 31   3 . Th T h e rib width limitations shown are taken a t th e th eo eorretical int ersec ersecti tion on points of th the e flange and w eb projections projections.. De Dep pending o n the radius use us ed th the e load table tabl e co uld vary from tha th at shown . 4 . Span Spa n le length assumes cen t er er-- to to-c -cen en ter spac spacing ing of support s. Tabula t ed load loads s shall no n o t be in inc c r ease eased d by as ass suming clear span dimens dimens ions . 5. Bending Mo m e nt formulae used for fle xural st strress limitation limitations s are are:: Simple & Two Span M

=

Three Span or o r More M

=

wf

wf

10

i

IR

I

----1

dJ

2

8 -0

8 -6

45

40

9 -0

9 -6

10 -0

  2, 3, 4 12, 6, and 7 12 - in inc ch

6 . Deflec Defl ection tion formu formull ae for deflec ti tion on limit limitat at io n ar e:

Sim pl ple e Sp Span

:; =

Two Spa Span n

:; =

Three Sp Span

:; =

013wf

El

.0054 w f El .0069 w f

El

1 728 )

(1728)

72 8 )

7. Normal in ins stall talla a ti ons covered by these tables do not no t require sid sid elap fasteners b etween sup por t s for span pans s of 5 feet or less. 8 .. The manufa man ufac c tur er guarant guarantees ees t ha t the produ produc c t identified as co mplying w1th a S tand tanda a rd Load Table conforms to the th e Roof Deck Speci Specifi fica cati tions ons of th the e Steel Deck In Ins stitute a nd to th the e dimensiona dimensionall parameters es estt abl ished for th at load tabl table. e.

35

 

SDI

Standard Roof LOAD TABLES

Wide

Deck

Rib Deck Type W R Max   Max

2%

--i

Ribs Approx. Approx . 6   c. to c.

I I I

I

I

I

I I

I --l Design Thickness (ln.. ) (ln

Span

Deck Type

Condition

W R 22 W R 20 W R 18

n

Simple

W R 22 W R 20 W R 18 WR 22 W R 20 WR 18

r 2

t ff

t

3 or mo morre

I

1% 

Min

I 1...-P/

r

I

Min

Unii for m Total (Dead Live) Load in Pounds Per Un Per Sq Sq.. Ft . Span Length - c . to c. Joists or Purlins (Ft.(Ft .-ln ln . ) 4 -0

4 -6

5 -0

5 -6

6 -0

6 -6

0 0295

89

70

56

46

0 0 358

11 2

87

69

0 0474

154

11 9

0.0295

98

0.0358

8 -0

8 -6

9 -0

9 -6

51

46

41

50

44

7 -0

7 -6

57

47

40

94

76

63

53

81

68

58

50

43

125

103

87

74

64

55

49

43

0 0474

165

137

115

98

84

73

65

57

0  0295

122

1  1

85

72

62

54

46

40

0 0358

156

129

10 8

92

80

67

57

49

43

0.0474

207

171

144

122

105

91

76

65

57

45

Steell decks complying with SD Stee SDII Ro o f Spec ifi ifications cations ar a r e availabl availab le from m embe emberr co mpani es in 1 12, 2, 3, 4 12, 6, and 7 depths: 6, 7 12, 8, 9, a nd 12- in inch ch rib spac spacing ings; s; with and witho ut st if iffening fening eleme nt s Note s:

1 . Load tables are calculated using Section Properties based on the steel design thicknesses shown on page 30 . 2 . Loads shown in t ab ablles ar are uniformly d istribut tributed ed total I dead plus lilive) ve) loads in psi. Loads in sha shad d ed areas ar a re governed by live load load deflection not in excess of of L/240 . The d ead load included is 10 psi. All loads are governed by th the e allowable flexural stress limit of 20,000 psi for a 33,000 psi m inimum yield steel. Where heavy construction loads o r ot her unus unu sual concentrated loads are an an ticipated during the lifetime of the deck, the specified lilive ve load must be increased to offsett the effec offse effectts of the ab abn norma ormall concen concentr trated ated loading. See M  ximumSpans Constru tru ction nd Maintenance Loads on page 3 1  fo r Cons 3 . The rib width limitations shown are taken at the th theoret eoretiica call intersection points of the fl ange and and web projections projections.. Depending o n the radi adiu us used, the load t ab ablle could vary fr om th at show n . 4 . Span length assumes center cente r-to to--cen t er spacing o f suppor supportts . Tabula t ed loads shall not be increased by ass assumin uming g c lear span spa n dimensions. 5 . Bending Moment formulae used for fle flexu xu ral stress limit limita ati tions ons a re: Simplle Simp

Two Span M

=

Three Span or More M

=

wf

8 wf

10

1 0- 0

12 - in c h

6. Defl ec ectt ion formulae for deflection limitation are are::

Simple Simpl e Span

6.=

Two Span

6. =

Three Thre e Span

6. =

.0 1 3 w f El .0054 w f El 0069 w f

El

11

7 28)

11728)) 11728

11728)

7. Normal installat nstallatiions covered by these tab tablles do not require sidelap fasteners between supports f or spa span ns of 5 feet or le les ss . 8 The manufacturer guarantees th at the product id iden entifi tified ed as comply ing w1th a Standard Load Table conforms to the Roof Deck Specification w1th Specifications s of the S t ee eell Deck Institute and to the dimensional paramet parame t ers establ estab l ished fo f o r that l oad table.

36  

Steel Deck

[

Institute

Deep

Max  

23 ,

--j

I·

Ribs 8 c. to

1

c

I Design Thickness (ln.)

Span Condition

3DR22

n

3DR 20

Simple

3DR22 3DR20

r

3DR 18

2

3DR22

t t f

3DR20

f

3DR1 8

3 or More

I

'

I

I I

I

3DR1 8

dJ

Deck Type 3DR

ib

Deck Type

S

1Min.

3 

Min  

t

,, 2,

L iv e ) L o a d in P o u n d s Pe r Sq . F t .

U n i f o r m T o t a l ( De a d

S p a n L e n g t h C . to C . J o i s t s o r P u r lin s (F t . ln .)

9 -0

9 -6

10 -0

10 - 6

11-0

11 - 6

12 -0

12 - 6

13-0

13-6

14 -0

14-6

.0295

61

55

49

43

39

35

32

30

28

26

24

23

.0358

75

68

59

53

47

42

39

35

32

30

28

26

.0474

102

92

81

71

63

57

51

46

42

40

36

33

.0295

69

62

56

51

47

43

39

36

33

31

29

27

.0358

84

75

68

62

56

51

47

44

40

37

35

32

.0474

110

98

89

81

73

67

62

56

53

49

45

42

.0295 .0358

87

78

70

64

58

53

48

44

40

39

36

105

94

85

77

70

64

59

53

48

47

43

33 40

.0474

137

123

111

1  1

92

84

77

71

65

61

57

53

S t e e l d e c k s c o m p ly in g w i t h S D I R o o f S p e c i f i c a t i o n s a r e a v a i l a b le f r o m m e m b e r c o m p a n i e s in d e p t h s : 6, 7 2   8, 9, a n d 1 2 - in c h rib s p a c i n g s ; w i t h a n d w i t h o u t s t i f f e n i n g e l e m e n t s. Not es:

1

2

  2 , 3, 4 /2, 6, a n d 7

- in c h

1 . Lo Load ad tabl tables es are ca callculated us using Section Properti Properties es base d on the stee steell design thicknesses shown on page 30. thicknesses 2. Loa Loa d s shown in tables are uniformly distributed total (dea (d ead d plus liv live e ) loads in psf . All load loads s are governe d by the allowabl e flexural stress limit of 20,000 psi for a 33,000 psi m inimum yield steel. Where he avy construct ion loads or other unusual concentrated loads are anticipated during the lifetime of th the e deck, the specified live load must be increased to of fse sett the effects of th the e abnorma abnormall concentrated loading . See Maximum Spans for Construction and M ain aintte nanc nance e Loads on page 31. 3. The rib width limitations shown are tak take en at the theoretica theoreti call intersec intersecti tion on points point s of the flange and web projection projections. s. Depending on th the e radius u se d ; the load table tabl e co uld vary from that shown . 4. Span length ass assumes ce nt er-to -ce -center nter spacing of support s. Tabulated load loads s shall not be incr increase eased d by assuming clear span dim dime ension nsions. s.

6. Deflec ti tion on formul formulae ae for deflection limitation are:

5. Bending Moment formulae used for flexural stress limitations are: are :

7. Normal installations covered by these tables do not require sidelap f as astteners b etween support supports s f o r spans of o f 5 feet o r less. less.

Simple

Two Span M

=

Three Span or Mo re M

=

w f2 w f 

10

Simple Span

6 =

Two Span

6 =

Three Span

6=

.0 1 3 w f ' El .0054 w f

El 0 0 6 9 wf

El

1 728)

1 728)

1 72 8 )

8. The manufacturer guarantees that th the e product identifie identified d as compl comp lyi ying ng

with a St St andard Load Table conforms to th the e Roof De ck Specifica tion tions s of of th e Steell Deck In stitute and t o th Stee the e dim e nsional parame parametters establish establis hed for th tha at

load table. table .

37  

Acoustical Decks

.

.

.

.

Sound absorbing decks are often used as a combination of acoustical ceiling and struc tural deck. These decks are commonly referred to as COUSTIC

L DECKS

Acoustical Decks are available as roof decks, fluted and as cellular floor decks. The steel deck is perforated .

Glass Glas s fiber insulation, when required, is field installed in the flutes or cell cells s. The load carrying capacity of the deck may be affected due to holes punched in the metal . The efficiency of sound absorption is expressed as the noise noi se reduction coeffi cient NRC). The NR values are obtained by testing assemblies by the requirements of the American Society for Testing

and Material Standard Test Method for Sound Absorption Coefficients by the Reverbera  tion Room Method:ANSI ASTM C432 -77. Individual Indivi dual deck manuf acturers should be consulted for NR values with their products. The finish Decks or shouldfor beAcoustical either galvanized galvanized and painted.

8  

Steel eck Institute

d

J

1

Long Span Roof Decks \

--  ,

1.-----,--r-

-

__

_

, --  

- 

_

Long Span Roof Decks are used to support roofing mate rials and design live loads for

painted to enhance the appearance.

cluttered with beams or joists. In addition building height is reduced. For very large open

spans up to thirty fe et. The bottom s ide presents an attrac  tive finish which can be field

W h en Long Span Roof Decks are used us ed to span between masonry walls the ceiling is not

areas a minimum o f support members are required.

Long Span ellular Roof Decks

i

-  .___ .' - - - - - - - - -

---------\

 _

. --------

---------.

Long Span e llul llular ar Roof Decks have a ll the advantages o f the No n -Cellular Long Span Decks and more .

also tends to camouflage the spot welds which are used to attach the pl p late to the fluted section .

The bottom side presents a flush ceiling. The bottom plate may be embossed which adds to the ceiling appearance and

Field painting comp l etes the ceiling decoration treatment . The addition o f the bottom

plate increases the span and

load carrying capabilities Long Span Roof Decks.

o

For economy appearance, and ease o f construction Long Span Decks are an excellent choice.

39  

Steel Roof Deck Design Example

Given:

2. Refer to Maximum Spans

A. Joist spacing spacing 6  - 0 c. to c. B. Live load= 3 0 psf

for onstruction and Ma intenance Loads on page 30.

C . Total load = 5 0 psf . D. 2 total insula insulation tion with built   up roof . * built

that Selector deck typesthe equal exceed 6'-0 span required .

d iaphragm not E. Steel deck di required.

 

1. Refe Referr to Stan dard Load

Tables on pages 33, 34, 35, 36.

From Table: NR 18 =6'-11 span IR 20 = 6'-3 span WR 22 = 6'-6 span WR 22 fulfills requirements most efficiently.

1.1 Enter 50 psf total load at 6'-0 span, 3-span

*Refer to Roof Deck Spe cifications, Section lnsulation, page 32. Also refer to insulation manu

that Selector deck types equal exceed the 50 psf required.

recommenda facturers tions for maximum allowable rib opening.

condition.

From Table: N R 20 = 5 3 psf capacity IR 22 = 5 2 psf capacity WR 22 = 85 psf capacity

**If the stee l deck is required to act as a dia

phragm, refer to Steel eck Institute Diaphragm Design Manual (#DDM01 , a publication of the Steel Deck Institute.

40  

Steel Deck Institute

Steel Roof Suggested

Gd iJ S

eck

Architects Specifications 1. Scope Thi s sect ion sha ll in clude a ll materials, equipment, and

the laborofnecessary tion stee l roof for deck ininstalla accordance with this spec if i cation and drawings. Require ments for deck supports, field paint in g, sumps, flashings, drains, co ll ars, gutters, down  spouts, and other miscel laneous it ems are specif ied as

needed.

2.Deck The stee l roof deck s h a ll be (narrow rib) (intermediate rib ) (wide rib) configurat ion, nches in rib depth,

as manufactured by

and shal l be designed in accordance w ith t h e Roof Deck Specifications of the Stee l D eck In st itut e. 3.Loads The deck shal l be c apable of supporting a uniform ly distributed live load of pounds per square foot with the live load deflection not to ex ceed L/240 o f the span length center-to-center of supports and with a uniformly distributed load of pounds per square foot with out exceed ing a unit stress of

20,000 pounds per square

6. Coating Roof deck sha ll receive one

Accessories Th e deck manufacturer sha ll furnish ridge and val ley plates, stee l cant strips, and sump pans attached directly to the stee l deck as shown on the plans to prov id e a finished surface for the appl ication of in su lat ion and roofing.

standard paint or sha ll be gal vanized or aluminized .

inch .

4.

5. Insulation Steel deck sha ll be erected and f astened in accordance with

the manufacturer's specifi ca t ions and erection layouts . Cutting openings through the deck which are less than 16 square feet in area and al l skew cutting shall be performed in the field.

primer coat of manufacturer's

Flat Sump Plate (0.071 Min.) Dimensions shown are minimum. (Hole cut in field by others)

A   Vari es

Eave Plate (0.028  (0.028   Mi n .)

ACCESSORIES 33''

f --

3''

3

27

,H1

3

- --,--,-v,

0 N

t T,

i

en N

Cant Strip (0.028 Mi n .)

j 1 '12

+

l- 1 /2

------ --- 1'  ----:§

-

3

-

Section A-A

1'12

Recessed Sump Pan- Level (0.071 Min.) (Hote cut In field by others)

s Requi red_/

12

Ridge and Valley Plate (0.028 Min.)

41  

Steel Roof Deck Fire Resistance Ratings 2-Hour Rating with Directly-Applied Protection Illustration refers to UL Design

R oo f In su la tio n

P801 insulation. using a sprayed mineral fiber See also UL Designs P701, P711, and P805 .

2 1 f o r 2 h o ur urs s 1 h for 1 1h hours /•

1  fo r 1 h our

2 - Hour Rating with Metal Lath and Plaster Ceiling Illustration refers to UL Design P404. See also UL Design D esign P409.

S tee eell Roo Rooff Dec Deck k-

1 1/i

d eep m 1n imu m

Steel Jois oistt - 6'-0 c. c. toe . maximum I ns ula t ion- 1  mi n imu imum m U L Lis Listt ed

Mm era l F iber Boa r d

Su spe spen nde ded d Ce il 1ng-

'I• L ig htw htweig eig ht Agg re g a te G ypsu m Pl as astte r o n M e t a l La L a th

Other 2-Hour Ratings

of the assemb ly ly.. In each case,

UL Designs P215 a nd P219:

Although standard roof deck sections were not used for the inion on following tests, it is the op ini of persons knowledgeable in fire test procedures that galvanized steel roof deck with a minimum depth of 1 z in ches and a 0.0295-inch design thickness can be used without decreasing the fire res istance

the assembly was tested using either a stee l form unit with a minimum depth of 9  16 in ch or a stee l floor deck essentia ll y identical identi cal to produc ts marketed as roof deck. The authorit ies having jurisdiction shou ld be consulted before substit substituting uting stee l roof deck in the following assemblies:

accoustica l ce iling systems. 2 inches verm icu lit e concrete on specia l roof topping mixture on stee l deck . UL Design P902: no cei ling required. 2 inches ce llul ar concrete on stee l deck.

1-Hour Ratings Ratings with Suspended Acoustical Cei Ceiling ling Illustration refers to UL Design P201 . See also UL Designs

P204 P210, P211, P224, P232 P235, P238 and P243, and Factory Mutual Roof Roof-Ceiling Construction 3 1 hour .

Stee eell Joi st - 7' 7'0 0   c. to c. c. max imum -

......._ ·In sulati on -" .' .''' UL List Liste e d Minera Miner a l Fiber Board

Suspend uspende e d Ceiling-  W ' UL Listed Ac A c oustical Lay-- in Boards and UL Liste Lay Listed d Ceilin g Grid. Grid .

Note : UL Des D esiig n refe r eferr s t o li st ing s in Fir e Res is tan ce Ind ex of Und e rwrit ers Laboratori boratories, es, In c.

42  

  . - - - - - - - S P E C I AL AL N O T I C E - - - - - -

The information presented in this manual has been prepared in accordance with recognized engineering principles but is for general information only. While it is believed to be accura accurate te this info informati rmation on should not be used or relied relied upon for any general or specific application without a review and verification o f its accuracy and applicability by a

licensed professional engineer designer or architec architect. t.

The publication o f the material contained herein is not intended as a representation or warranty on the part of the Steel Deck Institute o r any of its Members or Associate Members named herein th t this

information is suitable fo forr any genera I or pa rticu a ruse or o f freedom from infringement o f any patent pa tent or patents.

The Steel Steel Deck Institute or any o f its Members o r Associate Members shall not be liable for any injury injury los loss s claim or dam damage age wh tsoever th t arises out o f o r is in any w y connected with the use o f this information contained in this publication irresp irrespectiv ective e o f the cause or origin or whether or not the damage dama ge or loss result results s directly direct ly or indirectly to person or property from the negligence active or pass passive ive of the

Steel Ste el Deck Institute or any of its Members or Associate Members. Anyone Anyo ne making use of this inform in formatio ation n assumes all all liability arising from such use.

43