Steel Deck Institute Diaphragm Design Manual- Third Edition

Missouri University of Science and Technology

Scholars' Mine AISI-Specifications for the Design of Cold-Formed Steel Structural Members

Wei-Wen Yu Center for Cold-Formed Steel Structures

11-1-2006

Steel deck institute diaphragm design manual: third edition Larry D. Luttrell University of Missouri--Rolla

Follow this and additional works at: http://scholarsmine.mst.edu/ccfss-aisi-spec Part of the Structural Engineering Commons Recommended Citation Luttrell, Larry D., "Steel deck institute diaphragm design manual: third edition" (2006). AISI-Specifications for the Design of ColdFormed Steel Structural Members. Paper 82. http://scholarsmine.mst.edu/ccfss-aisi-spec/82

This Technical Report is brought to you for free and open access by the Wei-Wen Yu Center for Cold-Formed Steel Structures at Scholars' Mine. It has been accepted for inclusion in AISI-Specifications for the Design of Cold-Formed Steel Structural Members by an authorized administrator of Scholars' Mine. For more information, please contact [email protected].

ERRATA TO DIAPHRAGM DESICN MANUAL THIRD EDITION SEPTEMBER 2004 ~

Location

Instead of

correction

4·14

Section 4.9.4, first line In first paragraph

resslstance

resistance

Al-2

Symbol for Slip relaxation constant

Al-2

Symbol for Panel length

Al-2

Symbol for Purlln or Joist spacing

v

Al-2

Symbol for Resisting shear couples at panel ends and purllns

Alll-19

LRFD column

Sn=2132plf. .. ~PSn=0.80x2132plf =1706plf {24.88kN/m}

Sn=l425plf.. -IPSn=0.80xl425plf =1140plf {16.63kN/m}

Alll-19

ASD column

Sn10.=2132/2.00=1066plf {15.55kN/m}

Sn10.=142512.00=713plf { 10.40/cN/m}

Alll-25

Top LRFD column

IPSn=0.80x2130plf=l704plf{24.86kN/m}

IPSn=0.80x2050plf=l640plf {23.93kN/m}

Alll-25

Top ASD column

Sn1D.=213012.00=1065plf {15.54/cN/m}

Sn1D.=205012.00=1025plf {14.96/cN/m}

Alll-25

Paragraph "To calculate the stiffness of the diaphragm, ... "

Alll-29

ASO portion

(See Appendix Alii, page Alll-21)

(See Appendix Alii, page Alll-23)

Alll-35

First paragraph

" ... on a 24/8 connection pattern will be used which Is ... "

• ... on a 24/8 connection pattern will be used, which Is... •

Alll-71

First paragraph

• ... considering possible use of 3/41n. {19mm>. shear studs ... •

• ... considering possible use of 3/41n. {19mm> shear studs ... •

Alll-73

Second LRFD/ ASD portion

• ... and meet the requlre:rtd spacing. However, .. :

• ... and meet the required spacing. However, .. :

AIV-12

Heading of Table VII, Table VII·M, Table VIII, Table VIII·M

Add IP.,=0.5 0..,=3.0, (same as to Table VI and VI·M)

AIV-13

Heading of Table IX, Table IX·M

Add ~P.,=0.5 0..,=3.0, (same as to Table VI and VI-M)

AIV-13

Table IX, X·EDN19/ X·EDNK22 column

1369, 1813 and 2287

1298, 1719 and 2168 respectively

Table IX·M, X·EDN19/ X·EDNK22 column

6.09, 8.06 and 10.17

5.77, 7.65 and 9.65 respectively

second paragraph from the bottom

"(rigid Insulating boards should be held 3 ln. away from .. J"

"(rigid Insulating boards should be held 3ft away from .. J"

AIV-13 AV-3

November 2006

DIAPHRAGM DESIGN MANUAL THIRD EDITION Appendix VI Addendum November 2006 HILTI PIN X-ENP-19 L15

Authored By

Dr. Larry Luttrell, P.E. Revised and Adapted For

The ASD and LRFD methods According to Table DS of the 2001 Edition of the North American Specification for the Design of Cold-Formed steel structural Members As modified by The Supplement 2004 to the North American Specification for the Design of Cold-Formed Steel Structural Members. 2001 Edition By

Walter Schultz. P.E. Dong Li, P.E.

r'

-.....

STEEL DECK INSTITUTE

e

SCI

~

~

®

STEEL DECK INSTITUTE P.O. Box25 Fox River Grove, Ill 60021-0025 Phone: (847} 458-4647 Fax: (847) 458-4648 www.sdi.org

USER INSTRUCTION

NOVEMBER 2006

Dear Specifier. The SOl DDM03 Is updated With thiS Addenda with Hllti X-ENP19 fastener data. The following steps can be followed: -

Insert page AVI-S Of thiS Addenda in Section IV Of DDM03;

-

Replace Tables on pages AVI-9, AVI-10 and AVI-13 of DDM03 with the ones on the corresponding pages AVI-7, AVI-8 and AVI-91n this Addenda;

-

Insert page AVI-12 of this Addenda In Appendix V of DDM03, after page AV-4;

-

Insert all X-ENP19 diaphragm load tables from this Addenda may slightly differ from the results obtained by applying the formulas shown in the 2001 Edition of the North American specification for the Design of Cold-Formed steel structural Members. The safety factors and resistance factors to be applied on the nominal diaphragm capacities shown in the tables of Appendix v have been calculated taking into account the nominal resistance for welds and screws as shear connectors shown in Table IV of Appendix IV. The illustrations and diaphragm resistance tables were prepared by Mr. Walter Schultz of vulcraft and Mrs. Dong Li of canam Steel. The members of the steel Deck Institute Diaphragm committee are: Walter Schultz. Nucor. Vulcraft Group John Mattingly, United steel Deck Larry Luttrell. SOl Bert Kolodziej, ITW Buildex Ray Schwarz. Pneutek Tommy Wilson. Hilti Dong Li, canam Steel Pierre Gignac, canam Steel

September 2004

SPECIAL NOTICE 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 accurate, this information should not be used or relied upon for any general or specific application without a review and verification of its accuracy and applicability by a licensed professional engineer, designer or architect. The publication of the material contained herein is not intended as a representation or warranty on the part of the steel Deck Institute, or any of its Members or Associate Members named herein, that this information is suitable for any general or particular use or of freedom from infringement of any patent or patents. The Steel Deck Institute, or any of its Members or Associate Members, shall not be liable for any injury, loss, claim or damage whatsoever that arises out of or is in any way connected with the use of this information contained in this publication, irrespective of the cause or origin, or whether or not the damage or loss results directly or indirectly to person or property from the negligence, active or passive, of the Steel Deck Institute, or any of its Member or Associate Members. Anyone making use of this information assumes all liability arising from such use.

®

September 2004

TABLE OF CONTENTS PACE SECTION 1

section section section section

1.1 1.2 1.3 1.4

Introduction .................................................................................................. 1-3 Applicable Deck Types .................................................................................. 1-4 connections ................................................................................................... 1-4 Design considerations ................................................................................. 1-4

SECTION 2

section section section section section section

2.1 2.2 2.3 2.4 2.5 2.6

Diaphragm Strength .................................................................................... 2-3 Fastener Limitations .................................................................................... 2-3 Stability Limitations .................................................................................... 2-10 Resistance Factors 1 Safety Factors ........................................................ 2-11 Design Diaphragm Shear Strength .......................................................... 2-12 Limiting conditions .................................................................................... 2-13

SECTION 3

section section section section

3.1 3.3 3.3 3.4

Diaphragm Stiffness ..................................................................................... 3-3 Factors Affecting Stiffness .......................................................................... 3-4 Stiffness coefficients ................................................................................... 3-5 Stiffness Example .......................................................................................... 3-6

SECTION 4

section section section section section section section section section section

4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 4.9 4.10

September 2004

connections ................................................................................................... 4-3 Arc-spot Welds .............................................................................................. 4-4 Welds With washers ..................................................................................... 4-5 Weld Flexibilities ........................................................................................... 4-6 Screw Connections ....................................................................................... 4-6 Power Driven Fasteners .............................................................................. 4-8 Button Punched Side-Laps ....................................................................... 4-12 Other connections ..................................................................................... 4-13 Fasteners in Tension .................................................................................. 4-13 combined Shear and Tension on Fasteners ......................................... 4-15

PACE SECTION 5

section Section section section section section section section

5.1 5.2 5.3 5.4

s.s 5.6 5.7 5.8

concrete Filled Diaphragms ....................................................................... 5-3 Insulating concrete ...................................................................................... 5-3 Structural concrete ...................................................................................... 5-4 Perimeter Connections ............................................................................... s-s Stud Connections ......................................................................................... 5-5 Stiffness and Deflections ............................................................................. 5-6 Resistance Factors 1 Safety Factors .......................................................... 5-6 Other Systems ............................................................................................... 5-6

APPENDIX I

Symbols ......................................................................................................... AI- 2

APPENDIX II

References ................................................................................................... All-1

APPENDIX Ill

Example Example Example Example Example Example Example Example Example Example Example Example Example Example Example Example Example

1 2 3 4 5 6 7 7a 8 9 10 11 12 13 14 15 16

Diaphragm Behavior ................................................................................. Alll-3 Stiffness ....................................................................................................... Alli-S Truss Analogy ............................................................................................. Alll-7 Deflections ................................................................................................ Alll-11 Simplified Deflections ............................................................................. Alll-15 Strength Evaluation ................................................................................ Alll-17 Roof Design .............................................................................................. Alll-23 Roof Deck Design for Uplift and Shear Interaction ......................... Alll-35 Expansion Joints ...................................................................................... Alll-41 Non-symmetric Diaphragms ................................................................. Alll-45 Mixed Length Panels ............................................................................... Alll-49 Rigid Frame .............................................................................................. Alii-51 Rigid Frames ............................................................................................. Alii-53 Split Level Diaphragms ........................................................................... Alii-59 Floor Diaphragms .................................................................................... Alll-65 Diaphragm with open Areas ................................................................. Alll-67 concrete Filled Floor Diaphragms ....................................................... Alll-71

APPENDIX IV

Typical Fastener Layout ........................................................................... AIV-3 warping Factor Development ................................................................ AIV-4 General Stiffness Equations .................................................................... AIV-6 Tables for Deck and Fasteners Properties ........................................... AIV-7

APPENDIX V

Table Of contents for Diaphragm Load Tables ..................................... AV-4

September 2004

H;;W 1ih'i\L~~1~tji~~!~l'081.:.

~,1~ 1 {· .•.•.·.· , . ,. ~,:~:)\.~~!~~~!~UCTION.

September 2004

1·1

/

..

'" "-<

•

/'>-~"""::;

II

I

PRESSURE

j ..

FlO 1.1-1 DIAPHRAGM COMPONENTS

•

•

R

R

.. ...

..

..

..

..

..

..

..

t'

FlO 1.1-2 ROOF DIAPHRAGM 1·2

..

1.1

INTRODUCTION

Shear diaphragms are essentially planar structural systems such as those found in the roofs. floors. and walls of buildings. They are comprised of interconnected smaller units. attached to supporting members, such that the assemblies possess both in-plane shear strength and stiffness. Diaphragm design addresses the issue of selecting materials and designing connections such that the system can serve the function of transmitting in-plane forces. Figure 1.1·1 illustrates the basic concept for a group of diaphragms. the principal one being the roof plane. The exploded view shows walls of length !onto which pressures act. A line load can be delivered to the roof plane by any wall. The roof shown may be viewed as a simple horizontal girder. of depth h. with its end reactions provided by distributed shears along h at the wall intersection. Though it might be quite rigid and different from the roof, the end wall itself acts as a diaphragm between the roof and foundation levels.

The most basic design problem is illustrated in Figure 1.1·2 where the "short-deep beam" or diaphragm receives line loads of Q 1 and Qw from the sidewalls. R then becomes O.Sf(Qw + Q 1J. From the shape of the shear diagram, five observations are apparent: a. The maximum average shearS= Rib is at the end. b. zones nearer mid-span may have smaller shears and thus less diaphragm strength is required. c. The larger design shears may be resisted using heavy panels and fewer connections or by more frequently connected lighter panels. d. Efficient use of materials may not be met by using a single diaphragm design for the entire roof area. e. The diaphragm is a short-deep beam. The structure illustrated in Figure 1.1·1 shows none of the roof supporting elements. However, such elements are important components of the diaphragm in that they act as stiffeners. similar to stiffeners in thin-web girders. such elements protect the zone from general buckling. In addition, members with suitable connections to carry the flange forces must always bound diaphragms. The behavior of a diaphragm is dependent on the types of panels used, the methods of attachment. and the geometry of the described area. It may be determined either from full scale testing or from the identified behavior of its component parts.

September 2004

1·3

1.2

APPLICABLE DECK TYPES

Diaphragms may be assembled from a wide variety of panel profiles including the Narrow Rib (NR), Intermediate Rib (IR), and Wide Rib (WR) profiles described in the SDI Publication No. 30, Design Manual for composite Decks, Form Decks. and Roof Decks. such panels may vary from 0.0280 in. {0.71 mm} to 0.064 in. {1.63 mm} in thickness and with widths from 18 in. {457 mm} to 36 in. {914 mm} or more. The test programs also have included longer spanning 3 in. {76 mm} Deep Rib roof deck profiles as well as certain wall panel arrangements interconnected to be shear resistant. Although design tables are not shown in Appendix v for decks up to and including 7.5 in. {191 mrn} deep, as well as cellular decks, the appropriate diaphragm values may be derived using the procedure illustrated herein for regular deck. Diaphragm values for deck attached to wood structural members may be calculated using the Metal construction Association publication, A Primer on Diaphragm Design cwww.metalconstruction.org>. Corrugated form deck profiles, with thickness ranging from 0.014 in. {0.36 rnm} upward and with depths from 9116 in. {14 rnm} upward to /.5 in. {38 rnm}, have been part of the studies on which this manual is based. The design recommendations in the following sections are limited to properly interconnected diaphragm panels having thickness to between 0.014 in. {0.36 mrn} and 0.064 in. {1.63 rnm} with panel depths between the nominal limits of 9116 in. {14 mm} and 3 in. {76 mm}.

1.3

CONNECTIONS

Given that the influence of panel geometry has been established, the more critical remaining parameters are those describing fasteners and how they perform. Fasteners commonly include welds, screws, and power driven nail-like pins. The two most essential pieces of information for any fastener are reliable values for its strength and stiffness. Tests for these properties are described in detail in section 4.

1.4

DESICN CONSIDERATIONS

This manual addresses those factors affecting the strength and stiffness of a diaphragm assembly. The formulas for diaphragm design values are based on a very large number of tests made in the laboratories at west Virginia University and in other laboratories over the past thirty-eight years. sections 2, 3, and 4 show the development of strength formulas, stiffness formulas, and properties of selected fasteners. Appendix 111 contains a series of example problems addressing the issue of analysis and design using both Allowable Stress Design CASD> and Load and Resistance Factor Design CLRFD> requirements. Appendix v contains design load tables for diaphragms used to resist wind loads, earthquake loads or other forces. The load tables show the nominal strength of the diaphragm. This represents a departure from the load tables of the previous editions of the Diaphragm Design Manual. A few definitions follow using a tension rod as the example to illustrate the various definitions of strength. Nominal strength is an applicable limit state: P 11

= AgFy

LRFD

Factored nominal strength cor design strength>: P11

= AgF\.

Required strength is the factored applied load: P U = l.2DL + l.6LL

~

tt.p ~ II

ASD Allowable strength cor design strength>: Pn /Q = A 8FY /Q Required strength Is the service applied load: P = DL + LL 1-4

~

P n /Q September 2004

SECTION 2 DIAPHRAGM STRENGTH

September 2004

2·1

p

h

R

R--+

•

FIG 2.1 DIAPHRAGM AND TRUSS

~------· - - - - - t

-----------+---*--

~

I --

Pl'RLI:\

\

SHFFT SIDF-L.\P

H'

i \\'

!

p•

.

I

1'

Jr--------------------,.J...,;-----_i___

Pa

Pu

..

t

l

FIG 2.2-1 SCHEMATIC LAYOUT FOR DIAPHRAGM 2-2

September 2004

2.1

DIAPHRAGM STRENGTH

The diaphragm is assembled to cover a specified area in such a way as to possess both predictable in-plane shear strength and stiffness. The principle elements are the supporting frame, the covering panels, and the interconnecting devices or fasteners. It can be a fairly flexible system somewhat analogous to a truss as in Fig_ 2.1. Prior to installing the truss diagonal or attaching the diaphragm, neither of the frames possess much strength. In Fig. 2.1, R = P% where Pis an external load acting along h. The truss diagonal force is made up of two components, Rand P, such that the average shear parallel to his Plh and the average shear parallel to a is Ria, Ria =PI b. Presuming edge members to have small changes in length, the average shear in the diaphragm also is Plh either horizontally or vertically. Fig. 2.1 shows the cantilever test set up used to evaluate the strength and stiffness of various deck profiles. It is important to note that since the shear in either direction is the same (Ria= PI b), the direction of the deck corrugation does not affect the strength. Therefore the strength values listed in the tables in Appendix v apply to deck corrugation in either direction. Unattached panels may not possess the ability to resist equal unit forces in perpendicular directions. However, when they are part of the diaphragm system, including perimeter members. the individual corrugations are held in position by end attachments and the corrugations are not free to close. The shear strength of a diaphragm system can be limited by the strength of connections, local buckling in the panels, or by general plate-like buckling of the whole diaphragm area.

2.2

FASTENER LIMITATIONS

consider the simple diaphragm in Fig. 2.2-1 where three panels are represented. The panels may be connected to the support frame by structural connections, having strength Q1 along any structural member. Stitch or side-lap connections. having a strength Q. may be installed along the dashed lines to form sheet-to-sheet connections away from cross supports. ,I

Edge Fasteners Limitations Figure 2.2·2 represents the edge most half panel and the forces transferred to it from Pas the nominal value P is approached. With Q'1 = Q.1. ~, equilibrium is obtained with: n

·

Hn

(Eq. 2.2-1)

where n

('

= number of edge connectors between cross supports

( n e = 3 in Fig. 2.2-2)

a 1 = 'Lx,.. end distribution factor with summation across a full width

w.

H'

x c = distance from panel centerline to any fastener in a panel at the end support w = panel width

September 2004

2·3

Ql·

Ql·

. -~

·--+ 0

0

Q.

Q·r

Q·r

o_Qj

T

___ ]_~~--0~:--~-------- ________ !:~~---------------- "---------0

0

•

PANEL CENTER LINEJ

FIG 2.2-2 OUTER EDGE PANEL

-

A.Qr__.

Tf~-I

I

J

j

I -'"cl

rI .ri' .:'

·~-...,

~~I

Ql__.

-

Qs

-

Q_,

Qr

I I I I I I I

H'i.~ I I

Qs

Cl...~

'A.Qf

I I I I I I

f--------------

-------~

CENTER LINE

~~Cl...-;:.

~

F,).:

I

j._~

~

~

A.Qf

Fe~-

~

Q,

~

Qr

~

Q,

~

Qr

~

Qs

~

i\Qf

FIG 2.2-3 INTERIOR PANEL FORCE DISTRIBUTION

2-4

September 2004

a"= purl in distribution factor similar to a 1, a 2 = Ix,, ~· x = distance from panel center line to any fastener in a panel at purlins I'

f = panel length n" = no. of purlins excluding those at ends or end laps where connection patterns may differ Q1 = structural fastener strength .

Equation 2.2-1 can be modified to:

S

= pf = (2 a I + np a 2 + n (' ) fQf

CEQ. 2.2-2l

11

Ill'

Note that the edge fasteners between purlins may require special details if the purlins set above the edge member. see example 6 of Appendix Ill. Interior Panel Fastener Limitations Figure 2.2-3 shows a free body of an interior panel where Qs represents a side-lap

END CLOSURE

_.~-........ .··

p /

/

~-·

EDGE RESTRAINED BY NEXT UNIT

8,

(al UNIT RESTRAINED AGAINST END WARPING

p .../

(hl OPEN-ENDED UNIT

FIG 3.2-1 SHEAR DISTORTIONS

.......

('

~--·

FIG 3.2-2 CORRUGATION DIMENSIONS

3·2

September 2004

3.1

DIAPHRACM STIFFNESS

The stiffness of a diaphragm is a direct indication of how it distorts in its own plane under the influence of shear forces. The need to know such movement is particularly important when assessing the transfer of forces, through a diaphragm, between adjacent frames or shear walls. The stiffness of a diaphragm may be measured by testing an assembly such as that in Fig. 2.2·1. As the load P increases, the shear deflection ~ is noted. The average shear strain in the system is 'Y = ~while the average shear stress within the diaphragm is T a ct

=!: .

Following the classic definition for shear modulus: T

Pa

"1

It~

G=-=--

(Eq. 3.1-1l

Since the diaphragm is not a thick flat plate, its stiffness is not linear with the thickness t. Noting that the average shear in Fig. 2.2-1 is equal either along the panel direction or across the panels:

(EQ. 3.1-2l

Then the stiffness G' is defined within the linear test range of P vs.

G' = Gt = !!__ !!___ = Pall I~

~

as:

(Eq. 3.1-3l

~

Typical values for G' in 0.03 in. {0.76 mm} thick material may be on the order 50 kipli11. {8.75 kN!m} depending on the deck profile and intensity of the connection pattern used. This translates to an effective modulus G = G'lt = 1667 ksi {11500 MPa}, well below that of the base material typically about G = 11300 ksi {77900 MPa}. Roof diaphragms may routinely be an order of magnitude more flexible than flat continuous plates of similar thickness.

September 2004

3·3

3.2

FACTORS AFFECTING STIFFNESS

Consider a corrugated element as in Fig. 3.2·1. to represent a unit width of a diaphragm. As P forces are applied parallel to the edges. shear displacements 8, ensue. The end closure prohibits changes in the cell geometry through the presence of a restraint P, and the cell is in virtually pure shear around its girth. were the end closure effect removed while maintaining Pat a fixed level, relaxation would occur through warping and 8, would increase to 8, + 8" as shown. For the whole system . .1, represents the total shear deflection for all corrugation and .1" the sum of all warping relaxation. Then G · could be expressed as: (j'

= ___ftd!-

!EQ. 3.2-11

!1, + ~"

The introduction of discrete connections at panel side-laps further increases the deflection relaxation under load by an amount of .1, such that:

!EQ. 3.2-21

The evaluation of the !1 terms is given detailed treatment in References 18 and 19 of Appendix 11. All 3 terms involve/:·. t. /,and P and lead to a modified form: ( 1,.

=

/:'t

----------··---~----

2( I +vi;)+ /)n + C

where

!EQ. 3.2·31

1:· = modulus of elasticity l'

= Poisson·s ratio, 0.3

Dn = warping coefficient

c

= slip coefficient

d

= panel corrugation pitch (See Figure 2.4·11

s

=developed flute width per width c/.

s

= 2rc +

u·)

+f

= base sheet metal thickness

September 2004

3.3

STIFFNESS COEFFICIENTS

The slip coefficient C depends on the shear forces directly at the side-laps which, in turn, depend on the number and location of fasteners in a panel. For the entire width of a diaphragm:

(EQ.3.3-1 l

where

= panel width S1 = structural connector flexibility w

= side-lap connector flexibility f = panel length a 1 , a 2 = see Section 2.2 for definition nP, n = see Section 2.2 for definition E = modulus of elasticity S1

1

It is noted that c depends only on !once a particular profile has been selected and its thickness and fastener arrangement established. The warping coefficients D n measure the warping relaxation at the ends of the diaphragm panels. The warping is smaller with frequently spaced end connections and penetrates the diaphragm less when purlins are more closely spaced. The solution for Dn may involve a mixture of warping constants D depending on fastener arrangements at panel ends. Reference 18 presents a detailed solution forD values. a summary of which is given in Appendix IV. For common 1.5 in. deep decks having 6 in. pitches and end fasteners located in valleys as indicated: (Eq. 3.3-21

September 2004

3·5

Table 3.3-1 D values

Valley Spacing Each

t Type

WR

IR

NR

Fourth

Third

Alternate



F 11 = specified minimum steel strength, ksi {MPa} t

= base sheet metal thickness. in. {mm}

For typical steel diaphragms using A 653 ss grade 33 steels having F 1 = 33 ksi {230 MPa}, F 11 = 45 ksi {310 MPa}, and with d = 518 in. {16 mm}: · Q 1 = 99t(O.fJ25-t). kitJ

{Q

1

!Eq. 4·2·1 -21

= 0.682t(/6-tJ}. kN

Few connections within the diaphragm penetrate multiple panel layers. and it is required that slightly increased welding times be employed at such locations.

4.2.1.1 ARC-SPOT WELD QUALITY CONTROL -------Welding machine power settings required usually are well below those needed for welding in hot-rolled steels. The settings should be such that burn-off rates are between 0.15 in. {4 mm} and 0.25 in. {6 mm) of rod per second in typical E60XX or E70XX 5/32 in. rods. The time required per weld may vary between 3 to 6 seconds or more depending on the properties of parts being connected. Heavier support steel requires more welding time. but increased power settings may burn out the panel faster than electrode material can be deposited. A preliminary field quality check can be made by placing a pair of welds in adjacent valleys at one end of a panel. An inspection should show the weld material in fused contact over most of the weld perimeter. Spotty contact may indicate power settings that are excessive. The opposite end of the panel can be rotated, within the panel plane. placing the welds in shear, and continued rotation can lead to separation. 4·4

September 2004

Separation, leaving no apparent external perimeter distress, but occurring at the sheet-tostructure plane, may indicate insufficient welding time and poor fusion with the support steel. Failure around the external weld perimeter, showing distress within the panel, but the weld still attached to the support steel, indicates a higher quality weld. The ending of the welding operation may not permit complete fusion on the whole perimeter. Fusion should be visible over no less than 3/4 of the weld perimeter.

4.2.2 SIDE-LAP WELDS In adjacent diaphragm panels with nestable or flat overlapping edges, sheet-to-sheet or stitch connections may be required away from supporting members. The placement of arc-spot weld at such side-laps is difficult and, the thinner the material, the more difficult is the welding operation. Welding of side-laps is not recommended for material of 0.0280 in. {0.7 1 mm} or thinner. It is quite likely that welding in such thin materials will lead to a hole, which is to be expected, but the perimeter must be fused. Where excellent nesting exists and using well qualified operators, sheet-tosheet welds have been found to exhibit strengths: Q\.

= 0.75Ql

(Eq. 4.2.2-1 l

where Q1 is defined in Eq. 4.2.1-1.

4.3

WELDS WITH WASHERS

The weld washer functions as a heat sink allowing hole formation in thinner panels, without excessive growth of the hole, as support steel temperature is increased. The washer subsequently is filled with the weld stem growing into the support steel and anchored on the washer's hole perimeter. As the weld metal cools and contracts, the washer is clamped down on the attached sheet. Weld washers are recommended for panels thinner than 0.0280 in. {0.71 mm}. Extensive studies involving washers of various thickness, with different hole sizes, and used on various types of sheet steel have been conducted at West Virginia University (20, 22l. An efficiency study involving washers of several different thickness, has indicated that OJJ60 in. {1.52 mm} thick washers are best suited for typical operations. During the welding process, the sheet temperature reaches elevated values over an area significantly larger than the weld stem. This leads to local relief of cold-work stresses locked in during panel forming operations. For F 11 values between 60 ksi {410 MPa} and 120 ksi {830 MPa}, no significant influence of F 11 was found and the material near the weld behaved as if it were fully relieved. For such washers, the strength was found to be:

Q1 = 99t(l.33d0 +0.3F,/), kip

~+ 584 F,J )} kN '

{ Qf = 17.3t ( 19.1

(Eq.4.3-1 l

where d, =hole diameter, in. {mm} F,_~

= electrode strength, ksi {MPa}

r

=sheet thickness, in. {mm}

Using a 16 gauge washer with d 0 = 318 in. {10 mm} and F II = 45 ksi {310 MPa}, E60XX: Qf = 99t (0.50 + 18t), kip

(Eq. 4.3-2)

E70XX: Qf = 99t (0.50 + 21t), kip

(Eq. 4.3-3)

September 2004

4·5

For washers with elongated or slotted holes of I in. {25 mm} long by 114 in. {6 mm} wide, and having loads applied parallel to the weld axis, E60XX: Q1 = 99t (0.50 + 36t), kip



It is noted that this slotted weld, at /14 in. {6 mm} by 1 in. {25 mm}, presents a larger weld area than does the 318 in. { 10 mm} diameter round weld, requires more weld material, and is stronger. Nominal 518 in. {16 mm} diameter arc-spot weld of good quality are more efficiently obtained in metals thicker than 0.0280 in. {0.71 mm} than are welds through washers. Thus washers are not recommended for panels having thicknesses of 0.0280 in. {0.71 mm} or greater. In no cases should washers be used at interior side-laps.

4.4

WELD FLEXIBILITIES

The amount of slip or movement experienced, as welds are shear loaded in thin steel elements, is very small relative to that for most mechanical connectors. The movement essentially is limited to panel distortion around the weld. The flexibility factor for both arc-spot welds and welds through washers is well represented by:

S= 1

1.15 in. 1000Vf 'kip

{ S = 33.1 f

}

IOOOyf

mm 'kN



where t =base sheet metal thickness, in. {mm} Properly made side-lap welds can have similar distortion in both layers of material and are more flexible:

s

1

=

1.25 l!!..: IOOOvT 'kip

36.0 -} { s.I = I()()() \ ·t

'mm

kN



where t =base sheet metal thickness. in. {mm}

4.5

SCREW CONNECTIONS

screw connections may be either self-drilling types or self-tapping types that require a drilled hole for installation. The most commonly used screws are No. 12 and No. 14, though the smaller No. a and No. 10 may sometimes be used for side-lap connections. The screw shear strength is dependent on both the screw diameter and the yield strength of the connected sheets.

4·6

September 2004

In connecting thin elements to heavier structural units such as bar joists or beam flanges, little difference exists in the shear strength for No. 12 and No. 14 screws. This is because the failure mode is one in which the sheet material tends to "roll up" on the bearing side of the screw and one or two tearing lines develop in the sheet. This result is obtained for both screw sizes and, for sheetto-structural steel connections: For No. 12 or No. 14 screws !Applicable for 0.0385 in. m.9 mml and thicker support steen Qt. = I .25FJ (I -0.005F), kip . . { Q = F/ f 3I.5

* see text in preface.

(1-_!j___)} kN I380 '

CEQ. 4.5-1)

where t =base sheet metal thickness, in. {mm}

FY = yield strength of sheet steel, ksi {MPa} For stitch connections between sheets at the side-laps, a different performance ensues. The screw, not being anchored into a thicker and more rigid element, tips over more easily and, thus, is more flexible. Its strength may be limited by bearing-tearing in the sheets or. with sufficient tipping, a tearing-pull out combination. The SOl screw studies indicate that stitch screw shear strength is virtually independent of F 1. in all steel panels commonly used as deck diaphragms. The studies concluded that for stitch screws: Qs = Jl5dt, kip

{ Q.~ = 0.793dt}, kN

CEQ. 4.5-2)

where t = base sheet metal thickness. in. {mm} and

d =major diameter of the screw, in. {mm}

For the stitch screws studied, the following data were obtained: Size

d (in.)

Q s (kip)

d(mm)

Qs (kN)

8

O.I635

I8.8t

4.I5

3.29t

IO

O.I867

2I .5t

4.74

3.76t

12

0.2111

24.3t

5.36

4.25t

I4

0.2477

28.5t

6.29

4.99t

4.5.1 SCREW FLEXIBILITIES For No. 12 and No. 14 screws connecting sheets to heavier support steel material:

s= .t

1.30 J!!_. IOOOvt ' kip

{s 1 ~~}. :Jvm

CEQ.4.5.1-1 l

1=

where t =base sheet metal thickness. in. {mm} September 2004

4·7

For stitch screw specimens. the load-slip curve stays virtually linear and constant at lower loads. The use of larger screws only leads to a later deviation from the curve. Thus: S, = 3.0 . i~z. . 10001/f ktp

86.3 } {s·' =1000\/t

where

t

mm ' kN

= base sheet metal thickness,

= resistance factor for a connection in shear u = resistance factor for a weld connection in tension= 0.6 u = resistance factor for a screw, Hilti or Pneutek connection in tension= 0.5

September 2004

-:;,0./5,

no interaction check is required

where Q = required shear strength (service value> T = required tensile strength (service value> Q11Q = allowable shear strength Til ;Qu = allowable tensile strength Q = safety factor for a connection in shear Qu = safety factor for a weld connection in tension = 2.5 Q/1

4·15

= safety factor for a screw, Hilti or Pneutek connection in tension = 3.0

SECTION 5 FILLED DIAPHRAGMS

September 2004

5·1

PURLIN WITH PARTICULAR CONNECTOR PATTERN

UNIFORMLY SPACED EDGE FASTEN ERS ~ I

~I I

.

~r ~

I

n

_____;

I I I I I I I I

I

;..

II

_j

-

·-

-

~I-

-

I_

I -!*

I -I

-II

-

-

_jj

PANEL END OR END LAP

-

-1

~

I

~DECKOV ERLAP

M'

SIDE-LAP (a)

PANEL LAYOUT AND FASTENER ARRANGEMENT

DECK OVERLAP SIDE-LAP

(b) CONCRETE FILLED DIAPHRAGM SHOWING COVER DEPTH OVER TOP OF STEEL DECK

FIG 5.1

5·2

September 2004

5.1

CONCRETE FILLED DIAPHRAGMS

steel diaphragms may be reinforced with overlay of insulating concrete, structural concrete, or by directly attached flat panels used to produce a flat surface. such devices present additional paths through which shear forces may traverse the diaphragm. consider the diaphragm segment shown in Fig. 5.1 where the shaded areas are shear zones in the concrete above the steel deck. The shallowest zone above the top of the deck would present a shear area along the side-lap. The concrete that fills the corrugations prohibits or limits end warping and local corner buckling. Without local warping, the shear term of EQ. 2.2·4 would approach unity. concrete nominal shear strength for deep webs are reported in the form V11 = kdch Vi: where k is a factor and dch is the "web area" available for shear transfer C30>. For the interior areas of a diaphragm, the shear strength takes the form: S11

= BQl + kbdc Vi: I

CEQ. 5.1·1>

2 2 where B = n5 a s + _!___ w2 [2n p I(xp ) + 4I(x e ) ] from Section 2

Ql = structural connector strength

I = panel length k =test constant h = unit width, for us units b = 12 in., for Sl units h = /000 mm de = concrete cover depth

f' c = specified compressive strength of concrete

5.2

INSULATING CONCRETE

Lightweight insulating concrete, with vermiculite aggregate, is used over "centering" type corrugated galvanized decks. Type 1 insulating concrete without insulation board:

Tests using a minimum de of 2.5 in. {65 mm} C15> have shown that the diaphragm shear strength, away from the perimeter, is increased above that of the base diaphragm to:

S11 = BQl + khdcVi: I where for us units k =

September 2004

CEQ. 5.2·1>

f and for Sl units k = 0.111

5·3

TYPe 11 Insulating concrete with Insulation board: In certain constructions. a layer of insulating concrete is placed to a level slightly above corrugation crests. Rigid insulation boards of expanded cellular polystyrene. having about 2% of the area containing holes. are then embedded into the concrete and the excess concrete moves into the openings. Insulation boards are held 3ft away from the diaphragm shear resisting lines. A topping coat of 2 in. {50 mm} of similar concrete then is used to finish the diaphragms. such diaphragms (35, 36l have been found to exhibit interior shear strength of at least

s"

= 8 Qr + o.rJ6-I Vi:.

{ S 11

kiplft

T

= BQI + l/.2\lf:}. kN/m

(Eq. 5.2-2l

T

where B is defined above Q1 = structural connector strength. kip {kN}

I = panellength ../f {m} d, = concrete cover depth, in. {mm} f',

= specified compressive strength of concrete. psi {MPa}

The types of welding and perimeter member connections may vary or cover depths may be increased leading to higher shear values. However, as a minimum. the following shear strength equations are to be used for Types 1 and II assemblies:[,= 125 psi {0.862 MPa}: Type

1

.)' 11

= ~_(}! + 0.-1-17.

kip(fi H'ith d,

= 2.5

in.

(Eq. 5.2-31

I {S

11

= f!Q,

+ 6.70}. kN/m u-ith d,

= 65 mm

I 5,·" = BQ, + 0. 716. kip(fi I

Type 11

{ S"

5.3

= BQt + T

(Eq. 5.2-41

10.-1}. kN!m

STRUCTURAL CONCRETE

The effect of adding normal or lightweight structural concrete to a steel diaphragm may greatly increase shear strength given sufficient perimeter attachments to transfer forces across the diaphragm perimeters. With greater concrete cover depths. the interior shear strength can approach that for a reinforced flat slab of thickness ((. For concrete-filled floor deck diaphragms having cover depths between 2 in. and 6 in .. measured shear stresses on the order of 3.5·vrover the shear area d, (have been reported (261. Shear increases with depth and methods of attachment. but as a minimum for decks having at least d, = 2.5 in. {r)5 mm) and() x 6-\\"1.-1 x H 1.-1{ /52 x /52- MW'9.1 x M~t'9.1) mesh reinforcement, S, = ~~_(!__~ + khd, \ ~~(Eq. 5.3-1 l II./ '

.

where for us units k = --- - -- --;---- and for 51 umts k = 585 ( /(}') H.

-152(/0'')

is shown in Eq. 5.3-2

As a minimum, the following shear strength equations are to be used for assemblies with d, = 2.5 in. {65 mm} andt;' =.WOO psi {20 MPa}; 5·4

September 2004

BQl

For w

= 145 pcf, s/1 = T + 4.90, kip(ft

For w

= 110 pcf,

For w

= 2300 kg/m 3 , s/1 = T + 70.9,

S II

BQl

For w = 1750 kg/m 3 ,

5.4

BQl

1 = -· I + 3.24, ki]JIJ t

or other flat panel units suitable to receive an upper finish. Properly located attachments through the panels and into the tops of deck corrugations. particularly on the diaphragm perimeter. limit warping and increase shear stiffness. The flat elements themselves provide additional shear transfer paths. Testing may be required for determining system shear values. 5·6

September 2004

APPENDIX I SYMBOLS APPENDIX II REFERENCES

September 2004

Al·1

APPENDIX I Symbols Diaphragm width perpendicular to panel span direction - may be taken as equal to joist length for finding G' or S11 h

Diaphragm dimension. or

h

Panel unit width. /2 in. for

c

Slip relaxation constant

us unit or 1000 mm for Sl unit

External diameter of arc-spot weld, or cl

corrugation pitch Panel warping constants. or

/)

Panel depth Modulus of Elasticity, 2CJ500 ksi {210000 MPa = 210 /.:Ninm(2} Panel yield strength Panel ultimate strength

F,,

Electrode strength

G

Elastic modulus in shear

(j'

Diaphragm shear stiffness

I

Panel moment of inertia per unit panel width

~I

Slip relaxation constant

I

Panel length Purlin or joist spacing

M,.:'-1., II,

II f'

Resisting shear couples at panel ends and purlins Number of intermediate sheet-to-structure connections per panel length and between purlins at the diaphragm edge f Number of purlins in length excluding those at ends and end laps Number of intermediate side-lap connections in length 1 per panel side-lap

II'''

The number of panels in the width a The average number of connectors per unit width along panel ends

p

Required allowable diaphragm strength for ASD Nominal diaphragm strength Required factored diaphragm strength for LRFD

Al·2

September 2004

Q

Fastener required allowable shear strengh Fastener strength, panel-to-frame Fastener strength, panel-to-panel Fastener required factored shear strength Line loads at diaphragm edges Diaphragm reactions

s

Required allowable linear diaphragm shear for ASD Fastener flexibility factors, panel-to-frame Fastener flexibility factors, panel-to-panel Nominal linear diaphragm shear Required factored linear diaphragm shear for LRFD

s

Developed width of corrugation per pitch d

T

Fastener required allowable tensile strengh Fastener nominal tensile strength Fastener nominal pull over strength Fastener required factored tensile strength

t

Base sheet metal thickness

14'

Panel width, or concrete weight

Xe

Distance from panel centerline to fastener at end support

x,

Distance from panel centerline to fastener at purlins Fastener weighing factors Fastener pattern factor 1 Panel buckling factor Shear Strains Total shear displacement

= ~.\

+

~'

+

Resistance factor

p

Purlin effect on warping

v

Poisson's Ratio

T

Shear stress Safety factor

September 2004

Al·3

~,.

+

~~~~

APPENDIX II REFERENCES 1.

Ammar, A. R. and Nilson, A. H., "Analysis of Light Gage Steel Shear Diaphragms," Part I and II, Report Nos. 350 and 351, Department of structural Engineering, cornell University, August 1972 and July 1973.

2.

Apparao, T.V.S.R., "Tests on Light Gage steel Diaphragms," Report No. 328, Department of structural Engineering, cornell University, December 1966.

3.

Bryan, E. R., The stressed Skin Design of Steel Building, Constrado Monographs, crosby Lockwood Staples, London, England, 1972.

4.

Bryan, E. R. and EI-Dakhakhni, w. M., "Shear Flexibility and Strength of corrugated Decks," Journal of the structural Division, ASCE, volume 94, No. ST 11, November 1968, pp. 2544-2580.

5.

Bryan. E. R. and Jackson, P., "The Shear Behavior of corrugated steel Sheeting," Symposium on Thin Walled steel Structures. University of swansea, September 1967, pp. 258-274.

6.

Davies, J. M., "Calculation of Steel Diaphragm Behavior," Journal of the Structural Division, ASCE, July 1976, pp. 1411-1430.

7.

Davies, J. M. and Lawson, R. M., The Shear Flexibility of Profiled Sheeting, 3rd conference on Cold-Formed steel Structures, University of Missouri-Rolla, November 1975.

8.

Davies, J. M., "Simplified Diaphragm Analysis," Journal of the structural Division, ASCE, Volume 103, November 1977, pp. 2093-2109.

9.

Easley, J. T., "Buckling Formulas for corrugated Metal Shear Diaphragms," Journal of the structural Division, ASCE, Volume 101, July 1975, pp. 1403-1417.

10.

Easley, J. T., "Strength and Stiffness of corrugated Metal Shear Diaphragms," Journal of the Structural Division, ASCE, Volume 103, January 1977, pp. 169-180.

11.

Heagler, R. B., "How to Fasten steel Deck," Modern steel construction AISC, Chicago, First Quarter, 1982.

12.

Huang, H. T., Theoretical and Physical Approach to Light Gage Steel Shear Diaphragms. Ph.D. Dissertation, west Virginia University, Department of Civil Engineering, 1979.

13.

Klinger. c. J., Strength and Flexibility of Mechanical Connectors in Steel Shear Diaphragms, MSCE Thesis, west Virginia University, 1986.

September 2004

All·1

14.

Lawson. R. M., "The Flexibility of Practical Shear Diaphragms," Report No. 75/69, Department of Civil Engineering, University of Salford. England. october 1975.

15.

Luttrell, L. D.. screw connected Shear Diaphragms. second conference on Cold Formed Steel structures. Department of Civil Engineering, University of Missouri-Rolla, October 1973, pp. 365-373.

16.

Luttrell. L. D. and Ellifritt, D. s .. "The strength and Stiffness of steel Deck Subjected to In-Plane Loading," Report No. 2011. Department of Civil Engineering, west Virginia University, 1970.

17.

Luttrell, L. D. and Huang, H. T., "Theoretical and Physical Evaluations of Steel Shear Diaphragms," Fifth International specialty conference on Cold-Formed structures, University of MissouriRolla. November 1980.

18.

Luttrell, L. D. and Huang, H. T.. Steel Deck Diaphragm studies, Steel Deck Institute, St. Louis, Missouri, 1981 .

19.

Luttrell, L. D.. Steel Deck Institute Diaphragm Manual. DDM 1, St. Louis, Missouri, 1981.

20.

Luttrell, L. D.. "Load master Roof Deck Systems -Weld studies, Vol. 11." west Virginia University, Report 2045L, June 1984.

21.

Luttrell, L. D., "Steel Diaphragms Using Ramset 26SD Fasteners," west Virginia University, Report 2046L, June 1984.

22.

Luttrell, L. D.. "Recommended connector Strengths for Steel Diaphragms." Report to S.D.I., June 1986.

23.

Luttrell, L. D.. "Arc-Puddle Welds and Weld washers for Attachments in Steel Deck", Report to S.D.I., August 17, 1993

24.

Nelson. A. H.. "Shear Diaphragms of Light Gage Steel," Journal of the Structural Division. ASCE, NOV.,1960.

25.

Pekoz. T. and McGuire. w .. "Welding of Sheet steel," Fifth International Specialty conference on Cold-Formed structures, University of Missouri-Rolla, November 1980.

26.

Porter. M. L. and Greimann, L. F., "Composite Steel Deck Diaphragm Slabs - Design Modes," Sixth International Specialty conference on Cold-Formed Structures. University of MissouriRolla. November 1982.

27.

Ravindra. M. K. and Galambos. T.v.. "Load and Resistance Factor Design for Steel," Journal of the Structural Division, ASCE, Volume 104, No. ST 9, September 1978, pp. 1337-1353.

All·2

September 2004

28.

Wiewel, Harry, "Evaluation of the Ramset 26SD Powder Activated Fastener," Ramset Fastening Systems, Olin corp., July 1984.

29.

Yu, Wei-Wen, Cold-Formed Steel Design, John Wiley & sons, New York, 1985.

30.

---- Building Code Requirements for Reinforced concrete, American concrete Institute, ACI-318-77, March 1981.

31.

----Cold-Formed steel Design Manual, American Iron and Steel Institute, washington, D.C., 1996.

32.

---- Diaphragm Action of Cellular Steel Floor and Deck Roof construction, Bull. No.3, canadian Sheet Steel Building Institute, Mississauga, Ont., 1972.

33.

---- Minimum Design Loads for Buildings and Other structures, American National Standards Institute, A58.1-1982, New York.

34.

---- Seismic Design for Buildings !Tri-Services Technical Manual>, Depts. of Army, Navy, and Air Force, u.s. Government Printing Office, Philadelphia, February 1982.

35.

---- "Zonolite Roof Deck Insulation," w. R. Grace canst. Pdts. Div., cambridge, MA, 1981.

36.

---- "Report on Diaphragm Behavior of Roof Decks with zonolite-lnsulperm," s. B. Barnes, Assoc., Los Angeles, 1977 for w. R. Grace, cambridge, MA.

37.

---- North American Specification for the Design of Cold-Formed steel structural Members, American Iron and Steel Institute, CANACERO, canadian Standards Association, 2001.

38.

---- Minimum Design Loads in Buildings and Other Structures, ASCE 7-98, American society of Civil Engineers.

39.

---- supplement 2004 to the North American Specification for the Design of Cold-Formed steel structural Members, 2001 Edition. American Iron and Steel Institute, CANACERO, canadian standards Association.

September 2004

All·3

APPENDIX Ill SHEAR DIAPHRAGM EXAMPLES

September 2004

Alll·1

h

- - - - f'=2h

FIG. 1.1

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

3

0

0

h

0

0

0

0

A

0 0

0

0

0

0

0

0

0

0

0

0

0

0

0

FIG. 1.2

SHEET

SECTION- A

Alll·2

September 2004

INTRODUCTION The following series of design examples are arranged to illustrate selected problems encountered in the use of diaphragms. The more common problems usually are not in the assessment of either strength or stiffness. but in the structural analysis itself and particularly in the determination of deflections. For indeterminate structural systems. it is essential to know displacements, else the proper assignment of force distribution through the system may not be possible. The first five examples introduce simple behavioral concepts including simple methods of deflection calculations. The remaining examples focus more toward design evaluations and, necessarily, they are limited to a specific loading condition. The assumed loading conditions are for illustrative purposes. A specific building design must be based on its own design loads that come from any direction.

EXAMPLE 1 DIAPHRACM BEHAVIOR The rectangular areas of Figures 1.1 and 1.2 have different shear transfer systems. compare the two when all perimeter areas are pin-connected at their ends.

p

= 15 kip

P

= 66.7 kN

a.

components of P, Horizontal: vertical: Find:

p ,.

=

4 p 5 -

H" =ph R"

b.

p h = -3 p 5

= 4.5 kip

{R"

= 20.0 kN)

ph= 9 kip

{PI,

= 40.0 kN}

P,=l2kip

{P,.

= 53.4 kN)

Ha

= 9 kip

{Ha

= 40.0 kN}

Rt>

= 7.5 kip

{Rt>

= 33.4 kN)

Truss (Figure 1.1>

The truss diagonal has a horizontal component of 9 kip {40.0 kN) and a vertical component of resulting in a tension force of 10.1 kip {44.7 kN). The average shear across the panels is, parallel to 2h, 40 kN _ 20 kN ) s = 9 kip = 4.5 kip ----2h h 2h h

4.5 kip {20.0 kN)

and parallel to b, S c.

= 45 kip b

!

!

20hkN) . an equal value.

Diaphragm (Figure 1.2>

The diaphragm resists distortion of the rectangular area, as does the diagonal member in the truss. The average shears along both the long and short dimensions are:

s = H(/ = 2h

R(/

h

=

4.5 kip

h

I20,)kN)

1

Notes: The perimeter members are integral parts of the system and must be stable in order to transfer forces through the system. Given the diaphragm stiffness properties, its deflection under the load can be precisely modeled by a properly arranged truss. (See example 3.l September 2004

Alll·3

t

R •-

-1 _l

---- ll

p

-

\

~_)-

-

!!.., I I I I I I I I I I I I I I I I I

:r:

.....l U-l f-

h

z 0z U-l

~

.....l

cp

Q

0-

,r---

1

.,

I

I I

GAGE

I

LAYOUT I

f?\_}_

~------

II

............ ..,

01 I

2

:_L R ----

I

-

-1

fj.-,

I FIG 2.1

p

FIG 2.2

I

I I I

T

FIG 2.3 Alll-4

September 2004

EXAMPLE 2 STIFFNESS A diaphragm of width a and length h is to be tested to confirm predicted strength and stiffness values. Figure 2.1 indicates the shape of the assembly. a. For various stages of the gradually applied load P, record all corner movements as indicated by the gage layout. Gages 3, 4, and 5 will indicate any movement of the supports, which must be removed to arrive at the actual shear deflection. !1 1 will be virtually identical to !12 noting that axial strains in the perimeter members will be small. Find the net shear deflection to be: /1 = gl 2+ g2 _ ,.,3 o -!!._ (o + o) h ,.,..

h=400'-0"

~v=200'-0" FIG 7.1 174 plf 110 plf

288 p(l

174 plf

FIG 7.2

212 plf

186 plf

FIG 7.3 Alll·22

September 2004

EXAMPLE 7 ROOF DESICN Make a preliminary design for the roof deck needed for a I= 200fi {6/ m} x h = 400./f {I 22 m} x 30.fl {9.14 m) warehouse. The construction involves tilt-up wall panels that rely on the roof diaphragm for stability. consider the structure both with and without an expansion joint at h/2. Refer to Fig. 7.1 for details. There are a number of references and codes for determining wind loads on buildings. Minimum Design Loads for Buildings and Other Structures (ASCE 7-98J is one such reference. Rather than calculate the forces in this example, the following line loads to the roof diaphragm are as given in Fig 7.'2 and Fig 7.3. Note that the "down wind" loads: w = 398 p/f {5.81 kN!m} = 288 + //0 = /86 + 212. The internal pressure effects lead to no net diaphragm shears; those pressure effects simply move throughout the diaphragm support structure to the opposite wall. Wall-to-roof connections must be designed accordingly. LRFD

ASD

The loads given are to be factored, using a wind load factor y" = 1 .6, the total diaphragm shear delivered to the end walls is: R 1111 = y" w then R1111 = /27 kip {567 kN).

The total diaphragm shear delivered to the end walls is: R = w then R = 79 kip {354 kN}.

J,

j,

Along the 200-ft end wall, the average shear is:

= Rutr

S

I

II

R S=-

S 11 = 635 plf {9.30 kN/m)

S

1

= 398 p(l

{5.8/ kN/m}

Note that the required diaphragm shears vary with the shear diagram as in Figure 7.4. The roof diaphragm will be zoned into 3 different areas. zoning is a good way to optimize the economy of the roof diaphragm. In zone 1. the required diaphragm strength is

ASD

LRFD

S11

= 635 pll

S = 398 pll

{9.30 kN/m}

{5.8/ kN!m}

Select a WR deck with design thickness t = 0.0295 in. {0.75 mm} and with a 36/7 pattern of 5/8 in. puddle weld and No. 10 stitch screws. The deck span is I"= 5ft {1.52 m). From Appendix v. page AV-13, with 5 stitch screws per deck span, resistance factor and safety factor Q are from Table 2.1 (page 2-12J, the design strength is: S11 = 0.70 x /265 = 886 p/f{/2.92 kN!m}

~ = ~2 ~ 5 = 538 plf" {7.85

>S11 = 635 p(l {9.30 kN/m}

>S

September 2004

Q

Alll·23

- ..)5

= 398 p(l {5.8/

kN!m)

kN/m}

400' -0"

l

200' -0"

NET LATERAL LOAD = 398 PLF

i

R

1

i i i 0

CD

CD

5 ZONES @ 80' -0"

v ZONE

79.6 kip

CD

i i

i

0

CD

l R

= 400' -0"

76.2 kip

25.4 kip .f.7.7kip 15.92 kip

---

1+---160'-0"-

I

I

I

I

I I I I

I

I I I I

~1 -------- --------L---~

CD FIC 7.4 DEFLECTION SOLUTIONS Alll·24

September 2004

Panel buckling strength limit check. From page AV-13,

ASD

LRFD

~ = 2130 = 1065 plf {15.54 kN/m}

= 0.80 x 2130 = 1704 plf {24.86 kN/m}

S11

Q

2.00

-

>~(strength)= 538 p(f {7.85 kN/m}

> S11 (strength)= 886 plf {12.92 kN/m}

so panel-buckling strength is not governing the diaphragm design. To calculate the stiffness of the diaphragm, several additional data are required. From page AV-13, K 1 = 0.199 I ft {3.387 x 0.199 = 0.674/m}. From page AIV-6, K 2 = 870 kip/in. {158 kN/mm}, K4 = 3.78, and from page AIV-7, Du =129ft {from page AIV-8, Du = 39.3 mm} G'

=

K2 K4 + 0.3 Dxx +3 K 1 t;.

G' = 60.0 kip/in.

{10.81 kN/mm}

1\'

Following Example 5 and using shear areas, the deflection for zone 1 is calculated . .1 - (79.6 + 47.76) kip 80ft I2 (200ft) G'

.1 1 = 0.425 in. {10.48 mm}

In zone 2, the required diaphragm strength is

ASD

LRFD

s = 47.76 kip , S = 239 plf {3.48 kN/m}

S = 'Yw 47.76 kip S = 382 plf {5 57 kN/m}

I

II

'

II

I

•

Select a WR deck with design thickness t = 0.0295 in. {0.75 mm} and with a 36/5 pattern of 5/8 in. puddle weld and use 1-No. 10 stitch screw per deck span S11 = 382 plf {5.57 kN/m}

> S = 239 plf {3.48 kN/m}

= 3.78

K 1 = 0.433 ft· 1

K2 = 870 kip/in.

K4

{K1 = 1.47 m- 1

K~

K4 = 3.78

= 158 kN/mm

G' = 15.0 kip/in .

.1~ =.1 -

September 2004

+ (47.76 + 15.92) kip 80ft I

2(200ft)

G'

.1 2

2.35

= 1.301 in.

Alll·25

D,, =758ft D,.~

=231m}

{2 .82 kN/mm}

{30.4 mm}

(a) OPEN ENDED STRUCTURE

WITH NINE ROOF ZONES

-

+

CI::::-..J

I I

RL

-1-0+ ....

~

~

Rl

~

~

+

-1-0+ ....

+-

/86 p(l

Rv.; (c)

END WALL LOADS AND SHEAR VARIATIONS

(b) SHEAR DIAGRAM FOR LATERAL LOADS

FICi 7.5 Alll·26

September 2004

In zone 3, the required diaphragm strength is LRFD

ASD

S = Yw 15.92 kip S = 127plf{1 86 kN/m) if I' ' ll •

s=

15.92 kip. S = 79.6 plf {1 ./6 kN/m)

I

Select a WR deck with design thickness t = 0.0295 in. {0.75 mm) and with a 36/4 pattern of 5/8 in. puddle weld and use no stitch screw per deck span Su = 127 plf

= 0.729 ft· 1

K1

{K 1 = 2.47 m- 1

G'

=

> S = 79.6 plf

{1.86 kN/m}

{1.16 kN/m}

K 2 = 870 kip/in.

K4

= 3.78

D,.~

= /58 kN/mm

K4

= 3.78

Drx =327m}

K2

K2 Drx +3 K I c,.11 K4 + 0.3 I

= 1072 jt

G'

= 11.0 kip/in.

{1.99 kN/mm}

~3

= 1.446 in.

{34 mm}

\"

~ = ~ 3

+ (15.92) kip 40ft 2

2 (200ft)

G'

Notes: 1. From a strength viewpoint, these diaphragms are adequate, but note the strong influence of the fastener patterns in zone 2 on the stiffness. This has led to a fairly large deflection, which may be excessive, and a new design for this zone may be necessary. 2. Examine wind load effects from other directions. usually it will be most severe when loads are received from the long walls and delivered to the short walls. 3. Note the potential economic advantage of selecting a particular fastener pattern and then using different panel thickness for the various roof zones. COMBINATION DIAPHRAGM SHEAR AND UPLIFT

The interaction between shear and tension is addressed in Chapter 4. For the purposes of illustration, an uplift load on the general roof area W 111 , = 30 psf { 1.44 kPa} is assumed. Refer to SOl publication, Roof Deck Construction Handbook, pages 5 and 15. The left column of the page 5 table shows three types of welds. The Type 3 side-lap welds, for example, are 0.7 times as strong in tension as Type 1 welds because of eccentric uplift loading. No similar reduction applies to screws since they are away from the panel edge. The Handbook lists k-factors in Table 4 on page 15. These factors measure the effective fasteners per deck cover width noting that edge fasteners may be shared with adjacent panels. Checking zone 1, with 518 in. diameter welds@ 3617 pattern

k

= 5 S = 0.75 kip/ft { 10.94 kN!m}.

Using the 518 in. {19 mm} welds with Q1 = 2.088 kip {9.288 kN) in shear.

ASD

LRFD e

= Qt! sll = 10.44 in.

{265 mm)

e = Qt! Q = 10.28 in. {261 mm}

s

Along member AC of Fig. 16c with!,.= 9ft= 108 in., 10 intermediate welds within f,. would allow e = 9.82 in. {249 mm) and meet the requirend spacing. However, along member AB, the spacing was fixed at an average of 12 in. The inclusion of at least one extra weld, within w of Fig. 16a, would be required at panel ends on the diaphragm perimeter. With the fastener spacing across panel ends at 12 in., the required shear would be

LRFD

ASD (10.28/12) (0.75)

(10.44/12) (1.2) = 10.44 kip!ft {15.2 kN!m)

= 0.64 kip(ft {9.37 kN/m)

The addition of one extra weld per panel would lead to an average end spacing of 36 in/4 welds = 9 in. noting that the former average count was three welds per panel or a 12 in. spacing.

Shear studs may be used on the perimeter for force transfer with values established following section 15, and commentary, of the AISC Manual of Steel construction, Ninth Edition. Given the general dimension of Fig. 16a, coefficients are developed for shears perpendicular and parallel to the deck: N, = I stud per valley

w, = 6 in. rib opening h, = 2 in. rib height H 1 = 3.5 in. stud height

Q" = 0.5 A, (f;' E,/ 5 = 21.0 kip for 314 in. studs. Q" not to exceed A, F 11 of 0.4418 (60) = 26.5 kip. i) - 975 920 865 1-t1t_ 11~~ IJ ' 122 1300 1100 1040 985 1510~ 1445 1090 1255 1200 1145 1380 ' ( 1230 * 1555 1500 1335 1280 1180 1!14$\ ~90 1 680 1035 605 550 500 455 885\.~ 1390 970 870 785 715 1700 1220 1020 111 0 935 860 1970 1590 1445 1325 1220 1130 1050 1~ 1405 * 2190 1985 1810 1655 1520 1305 * 1220 2375 2175 1705 * 1475 * 1380 2000 1840 1580 * 1870 * 1740 * 1630 * 2530 2340 2165 2010 1530 940 740 825 590 485 445 660 530 1210 1085 985 895 755 700 820 1415 1185 1090 1010 870 1295 935 815 1560 1450 1350 1255 1170 1095 1025 965 1670 1575 1480 1390 1305 1230 1160 1095 1275 * 1750 1665 1210 1580 1500 1420 1345 1445 * 1375 * 1815 1740 1660 1585 1515 1315

7.0 760 * * * * *

.. l'\~50

~~~ '~~~

* * * *

~~~~ ~i~o"~t~ ~~

~~: ~~J; - ~~~

(']~~~

~~g

~~~-;.-

* * *

~~ r~~ ~~~ I (R~6S' J~~' ~~~~ .~~ ~\~

~ ~~ ~\~'""

r~~~~

fi~!~

* *

~~~

~~~ ~0

* * * *

* * *

1135 1320 1480 1630 1770 475 845 1025 1185 1335 1480 435 800 945 1080 1205 1315 325

* * * * *

* * * *

* * * *

680 820 940 * 1040 * 1130 * 420 795 980 1140 1295 1440 410 765 910 1040 1150 1255

* * * *

* * * *

K1 0.324 0 .222 0.169 0 .136 0 .114 0.098 0.086 0.486 0.287 0 .204 0.158 0.129 0 .109 0.094 0.583 0 .319 0.219 0.167 0.135 0.113 0.098 0 .729 0.358 0.237 0.177 0.142 0.118 0.101 0.647 0.366 0.256 0.196 0 .159 0.134 0.116 0.728 0.391 0.267 0 .203 0.164 0.137 0.118

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING . SEE TABLE BELOW.

THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AN D SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS.



DECK PROFILE NR IR WR

I in4 /H 0 .099 0 .108 0 .152

n IBucklingl: 2.00

IBucklingl: 0.80

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT

3.0

3.5

4.0

4.5

5.0

5.5

6.0

6.5

7.0

4130 4410 5700

3035 3240 4185

2325 2480 3205

1835 1960 2535

1485 1590 2050

1230 1310 1695

1035 1100 1425

880 940 1215

760 810 1045

NOTE: ASD Required Strength (Service Applied Load) : 0.55 (WIND): 0.70 : 0.60

(EQl: 3.00 Q (WIND>: 2.35 Q (Other>: 2.65 Q

NOMINAL SHEAR STRENGTH, PlF SPAN, FT

4.0 1670 1985 2270 2525 2760 2965 3150 1035 1390 1705 1985 2235 2460 2650 945 1250 1505 1715 1890 2030 2140 725 1020 1250 1425 1560 1660 1735 930 1300 1620 1910 2170 2400 2600 885 1180 1425 1620 1775 1895 1995

4.5 1490 1795 2065 2310 2540 2745 2930 915 1250 1540 1810 2050 2270 2465 845 1135 1380 1590 1765 1915 2035 640 930 1155 1335 1475 1585 1670 820 1165 1465 1735 1985 2210 2410 795 1075 1310 1505 1665 1800 1905

5.5

5.0 1330 1635 1890 2125 2345 2550 2735 820 1135 1405 1660 1890 2100 2295 760 1035 1270 1480 1655 1805 1930 575 850 1070 1250 1395 1510 1600 735 1045 1335 1590 1830 2045 2245 710 985 1210 1405 1570 1705 1815

* *

1200 1485 1740 1965 2175 * 2375 * 2555 * 740 1025 1290 1530 1750 1955 2145 * 685 955 1180 1380 1550 1705 1835 515 785 995 1175 1320 1440 1535 665 950 1220 1465 1690 1900 2090 * 645 905 1125 1315 1475 1615 1730

6.0 1095 1355 1610 1825 * 2030 * 2220 * 2395 * 675 935 1190 1415 1625 1825 * 2005 * 625 885 1095 1290 1460 1610 1745 * 470 730 930 1105 1250 1375 1475 605 865 1125 1355 1570 1770 * 1955 * 585 840 1050 1230 1395 1530 1650

6.5

7.0 925

1005 1485 1705 1895 2080 2255 620 1100 1320 1520 1710 1885 575

* * * * *

* * *

1370 1595 1780 1955 2125 575 1020 1235 1425 1605 1775 530

* * * * *

* * * *

7.5

8.0

K1

855

800

0.357 0.244 0.186 0.150 0.126 0.108 0.095 0.535 0.317 0.225 0.174 0.142 0.120 0.104 0.642 0.351 0.242 0.184 0.149 0.125 0.108 0.803 0.394 0.261 0.195 0.156 0.130 0.111 0.713 0.404 0.282 0.216 0.175 0.148 0.127 0.802 0.431 0.294 0.224 0.180 0.151 0.130

1275 1485 1675 1845 2005 530 950 1155 1340 1510 1675 490

* * * * *

* * * *

1190 1385 1580 1745 1900 495 885 1085 1265 1430 1585 455

* * * * *

* * * *

1025 1210 1375 1525 * 1660 * 430

960 1135 1300 1445 1580 395

870 1040 1185 1310 1415 555

820 985 1125 1250 * 1355 * 510

770 930 1070 * 1195 * 1300 * 475

730 885 1020 1145 1250 440

1035 1260 1465 * 1655 * 1835 * 535

960 1180 1370 * 1555 * 1730 * 495

890 1100 * 1290 * 1465 * 1630 * 460

835 1030 * 1215 * 1385 * 1545 * 425

980 1160 1315 1455 * 1575 *

920 1090 1245 * 1385 * 1505 *

865 1030 1180 * 1320 * 1440 *

820 975 * 1125 * 1255 * 1375 *

*

* * *

900 1075 1230 1375 1505 365

* * * *

850 1015 1165 1310 1435 340

* * * *

* * *

*NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERlY SPACED SIDE-LAP CONNECTIONS.



DECK PROFilE NR IR WR

(BUCkling): 0.80 Q (BUCkling): 2.00

NOMINAl SHEAR DUE TO PANEl BUCKLING (Sn), PLF I SPAN, FT

I in 4 I ft

4.0

4.5

5.0

5.5

6.0

6.5

7.0

7.5

8.0

0.128 0.139 0.198

3260 3465 4520

2575 2740 3570

2085 2220 2890

1725 1835 2390

1450 1540 2010

1235 1310 1710

1065 1130 1475

925 985 1285

815 865 1130

NOTE: ASD Required Strength (Service Applied load)

* * * * *

* * *

* * * * *

* * * *

1330 1570 1785 1980 2150 565

1245 1475 1685 1880 2050 * 520

1170 1390 1595 1785 1955 485

1130 1350 1540 1700 1835 725

1060 1275 1460 1625 1760 670

1000 1210 1390 1550 1690 625

945 1145 1325 1485 1625 580

1350 1635 1900 2150 2385 705

1250 1530 1780 2020 * 2245 * 650

1165 1435 1675 1900 * 2120 * 605

1090 1345 1575 * 1795 * 2005 * 560

1020 1260 1490 * 1700 * 1900 * 525

960 1190 * 1415 * 1615 * 1810 * 495

1195 1415 1615 1795 1955

1125 1340 1535 1710 1870

1060 1270 1460 1630 * 1785 *

1005 1205 1390 * 1555 * 1710 *

945 1145 1325 * 1490 * 1640 *

*

1270 1505 1710 1890 2045

*

* *

* *

*

* *

K1 0.410 0.281 0.214 0.172 0.144 0.124 0.109 0.615 0.364 0.259 0.200 0.164 0.138 0.120 0.738 0.404 0.278 0.212 0.171 0.144 0.124 0.923 0.454 0.301 0.225 0.180 0.150 0.128 0.821 0.465 0.324 0.249 0.202 0.170 0.147 0.923 0.496 0.339 0.257 0.207 0.174 0.150

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE·LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE·LAP CONNECTIONS.

DECK PROFILE NR IR WR

I in4 I ft 0.181 0.196 0.284

5.0 3335 3545 4680

NOMINAL SHEAR 5.5 6.0 2760 2320 2930 2460 3865 3250

(BUCkling): 0.80 Q (BUCkling): 2.00

DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 6.5 7.0 7.5 8.0 8.5 1975 1705 1485 1305 1155 1575 1805 1385 1225 2095 2770 2385 2080 1830 1620

NOTE: ASD Required Strength (Service Applied Load} : 2.65

6.5 1640

7.0 1515

NOMINAL SHEAR STRENGTH, PLF SPAN, FT 8.5 9.0 7.5 8.0 1310 1230 1155 1405

2405 2730 3040 3330 3610 1010

2230 2555 2850 3135 3400 935

2075 2400 2685 2955 3215 870

* *

* * *

* *

* * * *

1820 2115 2400 2650 2890 760

1775 2110 2435 2735 3020 935

1650 1975 2280 2570 2845 865

1640 1935 2205 2445 2655 705

1535 1820 2080 2320 2530 650

1445 1720 1970 2200 2410 605

1395 1665 1900 2100 2265 905

1310 1575 1805 2005 2175 835

1235 1490 1715 1915 2085 775

1170 1415 1635 1830 2005 725

1110 1345 1560 1755 1925 680

1675 2020 2345 2655 2945 875

1550 1890 2195 2490 2770 810

1445 1770 2065 2345 2615 750

1350 1665 1945 2215 2475 700

1270 1565 1840 2100 2345 655

1570 1855 2110 2330 2525

1475 1750 1995 2215 2410

*

*

1540 1855 2145 2420 2685 800

1940 2255 2535 2795 3045 810

* *

1440 1745 2025 2290 2545 750

* *

1365 1625 1870 2095 2300 565

*

*

1385 1650 1895 2110 2305

1310 1565 1800 2015 2205

* *

* *

* *

*

1350 1645 1915 2170 2415 700 1290 1540 1780 2000 2200 525

1240 1485 1715 1925 2115

* * * *

* * *

* *

*

* *

* *

1710 1990 2270 2520 2750 715 1270 1550 1815 2060 2295 660 1215 1465 1695 1905 2105 495 1050 1280 1490 1680 1850 635 1195 1475 1745 1995 2230 615 1175 1415 1635 1840 2025

10.0 1025

9.5 1085 *

1880 2145 2400 2625 675

* * * *

1465 1725 1960 2190 620

* * *

1395 1615 1825 2020 465

* * *

1225 1430 1615 1785 600

* *

1395 1655 1895 2125 580

* * *

1350 1560 1760 1945

* *

* * * *

* * *

* * *

* *

* * *

* * *

1780 2030 2280 2505 635 1390 1640 1870 2090 585 1335 1545 1745 1935 440 1170 1370 1550 1720 570 1320 1570 1810 2030 550 1290 1495 1690 1870

* * * *

* * * *

* * *

* * *

* * *

* * *

K1 0.461 0.316 0.240 0.194 0.162 0.140 0.123 0.691 0.409 0.290 0.225 0.184 0.155 0.135 0.829 0.454 0.312 0.238 0.192 0.161 0.139 1.037 0.510 0.338 0.253 0.202 0.168 0.144 0.922 0.522 0.364 0.279 0.227 0.191 0.165 1.037 0.557 0.381 0.289 0.233 0.195 0.168

NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW.

THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS.

cp (BUCkling): 0.80 DECK PROFILE NR IR WR

I in 4 I ft 0.226 0.245 0.355

6.0 3260 3460 4570

NOMINAL SHEAR 6.5 7.0 2775 2395 2545 2950 3895 3360

DUE TO PANEL BUCKLING (S 0 ), PLF I SPAN, 7.5 8.0 8.5 9.0 2085 1835 1625 1450 2215 1945 1725 1540 2925 2570 2280 2030

Q IBUCklingJ: 2.00

FT 9.5 1300 1380 1825

10.0 1175 1245 1645

NOTE: ASD Required Strength (Service Applied load)

IEQl: 0.65 IWINDl: 0.70 !Otherl: 0.65

NOMINAL SHEAR STRENGTH, PLF SPAN, FT 6.5 7.0 7.5 8.0 795 730 680 635

n IEOl: 2.50 0 IWINDl: 2.35

n !Otherl: 2.50

8.5 590

9.0 555

1105 1250 1380 1505 1625 490

1025 1170 1295 1415 1525 455

950 1085 1215 1330 1440 420

885 1015 1140 1255 1360 390

830 950 1070 1190 1290 365

780 895 1010 1120 1230 345

805 950 1080 1210 1335 450

745 885 1015 1135 1250 420

690 825 950 1070 1180 390

645 775 895 1010 1115 360

605 725 845 955 1055 340

570 685 795 905 1005 320

750 875 990 1095 1190 340

700 820 930 1035 1130 315

660 770 880 980 1075 290

615 730 835 930 1020 270

580 690 790 885 975 255

545 655 750 845 930 240

630 750 850 945 1025 440

595 705 805 895 975 405

560 665 765 855 935 375

525 630 725 815 890 350

495 600 690 775 855 325

465 570 660 745 820 305

750 900 1040 1170 1295 425

695 840 970 1095 1215 390

645 780 910 1030 1145 365

605 730 860 970 1080 340

565 685 805 920 1025 315

535 645 760 870 970 300

715 835 945 1045 1135

670 785 895 990 1080

630 740 845 940 1030

595 700 800 895 980

555 665 760 855 935

525 630 725 815 895

*

K1 0.464 0.381 0.324 0.281 0.248 0.223 0.202 0.696 0.525 0.422 0.352 0.303 0.265 0.236 0.835 0.601 0.469 0.385 0.326 0.283 0.250 1.044 0.702 0.529 0.424 0.354 0.304 0.266 0.928 0.682 0.539 0.445 0.380 0.331 0.293 1.044 0.742 0.576 0.470 0.398 0.344 0.304

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE· LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS.



DECK PROFILE NR lA WR

I in4 I ft 0.181 0.196 0.284

5.0 3335 3540 4675

NOMINAL SHEAR 5.5 6.0 2755 2315 2460 2925 3865 3245

!Bucklingl: o.so

n !Bucklingl: 2.00

DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 7.5 8.0 6.5 7.0 8.5 1970 1700 1480 1300 1155 1805 1570 1380 1225 2095 2075 1825 1615 2765 2385

NOTE: ASD Required Strength (Service Applied Load)

IEOI: 0.65 IWINDI: 0.70 IOtherl: 0.65

n IEOI: 2.50 .Q IWINDI: .Q IOtherl:

NOMINAL SHEAR STRENGTH, PLF SPAN, FT

3.0 1605 1755 1890 2020 2135 2245 2345 1025 1200 1360 1510 1645 1770 1885 910 1055 1180 1290 1390 1470 1540 695 835 955 1050 1130 1195 1245 935 1110 1280 1435 1575 1705 1825 850 990 1110 1215 1300 1375 1435

3.5 1410 1550 1680 1805 1920 2030 2130 895 1050 1195 1335 1465 1585 1700 800 935 1060 1170 1265 1350 1430 615 745 860 960 1040 1110 1170 800 970 1120 1265 1400 1525 1640 . 750 880 1000 1100 1190 1270 1340

4.0 1260 1385 1510 1625 1735 1840 1940 775 930 1065 1195 1315 1430 1540 710 840 955 1060 1160 1245 1325 545 670 780 875 960 1035 1095 695 855 995 1130 1255 1370 1485 665 790 905 1005 1095 1175 1245

4.5 1115 1250 1365 1475 1580 1685 1780 685 825 960 1075 1190 1300 1405 635 760 870 970 1065 1150 1230 480 605 715 805 890 965 1030 615 755 895 1015 1135 1245 1350 595 715 825 920 1010 1090 1165

5.0 995 1120 1245 1350 1450 1545 1640 615 740 865 980 1085 1190 1290 565 690 795 890 980 1065 1145 430 555 655 745 825 900 965 550 675 800 925 1035 1140 1240 530 655 755 850 935 1015 1085

5.5 900 1015 1130 1240 1335 1425 1515 555 670 785 900 1000 1095 1190 510 625 730 825 910 990 1070 385 500 605 690 770 845 910 495 610 725 840 950 1045 1140 480 595 695 785 870 945 1020

* *

6.0 815 920 1030 1135 1240 1325 1410 505 610 715 820 925 1015 1100 465 570 675 765 845 925 1000 350 455 560 645 720 790 855 450 555 660 770 875 965 1055 435 540 645 730 810 885 955

6.5 750

* * *

945 1040 1140 1235 1315 465 660 755 855 945 1025 425

7.0 690 * * * *

*

870 960 1050 1140 1230 430 610 700 790 880 960 395

620 715 790 865 940 320

575 665 745 815 885 295

515 600 675 745 810 415

475 565 635 705 765 380

610 705 805 900 985 400

560 650 745 835 920 370

595 680 760 830 900

550 640 710 780 850

K1

* * * * *

* *

*

*

0.704 0.497 0.384 0.313 0.264 0.228 0.201 1.056 0.650 0.469 0.367 0.302 0.256 0.222 1.266 0.724 0.507 0.390 0.317 0.267 0.230 1.584 0.817 0.551 0.415 0.333 0.278 0.239 1.407 0.831 0.589 0.456 0.373 0.315 0.272 1.583 0.889 0.618 0.474 0.384 0.323 0.278

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE·LAP CONNECTIONS.



DECK PROFILE NR IR WR

I in4 I ft 0.099 0.108 0.152

IBucklingl: 0.80 .Q IBucklingl: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT

3.0 4130 4410 5695

3.5 3035 3240 4185

4.0 2320 2480 3205

4.5 1835 1960 2530

5.0 1485 1585 2050

5.5 1225 1310 1695

6.0 1030 1100 1420

6.5 880 935 1210

NOTE: ASD Required Strength (Service Applied Load) (EO or WIND) x Nominal Shear Strength, (Buckling) x Nominal Buckling Strength Snl

September 2004

AV·27

9.0 1030 1090 1440

1.5 IWR, IR, NRJ t =design thickness= 0.0598" SUPPORT FASTENING: Buildex BX-14 SIDE-LAP FASTENING: #10 screws FASTENER SIDE-lAP lAYOUT CONN./SPAN 0 1 2 36/9 3 4 5 6 0 1 2 36/7 3 4 5 6 0 1 2 36/5 3 4 5 6 0 1 2 36/4 3 4 5 6 0 1 2 30/6 3 4 5 6 0 1 2 30/4 3 4 5 6 *

6.0 1400 1615 1825 2010 2190 2360 2525 860 1075 1290 1485 1670 1850 2020 795 1010 1190 1365 1525 1675 1815 605 815 995 1155 1305 1435 1555 770 985 1200 1405 1590 1775 1950 745 960 1135 1305 1460 1600 1730



IEQJ: 0.65 IWINDJ: 0.70 IOtherJ: 0.65

Q Q

9.5 850

10.0 805

1255 1390 1525 1660 530

1190 1315 1445 1575 500

6.5 1285

7.0 1185

NOMINAl SHEAR STRENGTH, PlF SPAN, FT 8.0 8.5 9.0 7.5 1025 905 1100 960

1680 1870 2040 2205 2360 790

1555 1735 1910 2065 2215 730

1445 1615 1785 1940 2085 680

1350 1510 1670 1830 1970 635

1265 1415 1565 1715 1865 595

1185 1380 1555 1725 1885 730

1100 1280 1450 1610 1765 675

1020 1195 1360 1515 1660 630

955 1115 1275 1425 1565 585

895 1050 1200 1350 1485 550

845 985 1130 1275 1405 515

935 1070 1205 1335 485

885 1010 1140 1270 460

1110 1275 1430 1575 1710 555

1040 1195 1345 1485 1615 510

970 1125 1265 1400 1530 475

905 1060 1195 1325 1450 440

850 1000 1135 1260 1380 410

800 945 1075 1195 1315 385

890 1025 1140 1255 365

845 975 1090 1200 345

930 1085 1225 1355 1475 710

870 1020 1155 1285 1400 655

815 960 1095 1215 1330 605

760 905 1035 1155 1270 565

715 860 985 1100 1210 530

670 815 935 1050 1155 500

770 895 1000 1105 470

730 855 960 1060 445

1105 1300 1480 1650 1815 685

1020 1205 1380 1545 1700 635

950 1120 1290 1450 1600 590

890 1050 1210 1365 1510 550

835 985 1135 1285 1425 515

785 925 1070 1210 1350 485

875 1010 1145 1280 455

830 960 1085 1215 430

1060 1220 1370 1510 1635

990 1145 1290 1425 1550

930 1080 1215 1345 1470

870 1015 1150 1275 1395

815 965 1090 1215 1330

770 910 1035 1155 1265

860 990 1100 1210

815 945 1055 1160

*

1190 1330 1475 1615 1760 560

*

* *

IEQJ: 2.50 IWINDJ: 2.35 IOtherJ: 2.50 Q

* *

K1 1.002 0.707 0.547 0.445 0.376 0.325 0.286 1.503 0.925 0.668 0.523 0.429 0.364 0.316 1.803 1.030 0.721 0.555 0.451 0.380 0.328 2.255 1.164 0.784 0.591 0.475 0.396 0.340 2.004 1.183 0.839 0.650 0.530 0.448 0.388 2.254 1.266 0.880 0.674 0.547 0.459 0.396

NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW.

THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SlOE-lAP CONNECTIONS.



DECK PROFilE NR IR WR

I I ft 0.226 0.245 0.355 in 4

6.0 3255 3460 4570

NOMINAl SHEAR 6.5 7.0 2775 2390 2950 2540 3895 3355

(BUckling): 0.80

DUE TO PANEl BUCKliNG (Sn), PlF I SPAN, 7.5 8.0 8.5 9.0 2085 1830 1620 1445 2215 1945 1725 1535 2570 2925 2275 2030

Q

(BUCkling): 2.00

FT 9.5 1300 1380 1820

10.0 1170 1245 1645

NOTE: ASD Required Strength (Service Applied Load) (WIND): 0.70 (Other): 0.65

Q (EQJ: 2.50 Q (WIND): 2.35

n (Other): 2.50

NOMINAL SHEAR STRENGTH, PLF SPAN, FT

4.0 1465 1620 1765 1910 2040 2170 2290 910 1090 1250 1405 1555 1690 1820 830 980 1120 1250 1365 1470 1560 635 785 920 1035 1135 1220 1295 815 1005 1170 1330 1480 1625 1760 775 925 1060 1185 1290 1385 1470

4.5 1305 1460 1600 1735 1860 1980 2100 805 975 1125 1270 1410 1540 1665 740 885 1020 1145 1255 1360 1450 560 710 840 950 1050 1140 1215 720 890 1055 1200 1340 1475 1605 695 840 970 1085 1190 1290 1375

5.0 1165 1320 1460 1585 1705 1820 1935 720 870 1025 1155 1285 1410 1525 665 810 935 1050 1160 1260 1355 500 650 770 880 980 1065 1145 640 795 950 1090 1225 1350 1470 625 765 885 1000 1105 1200 1285

5.5

6.0

1050 1190 1330 1460 1575 1685 1790 650 790 930 1060 1180 1300 1410 600 740 860 970 1075 1175 1265 455 590 710 815 910 1000 1075 580 720 860 1000 1120 1240 1355 560 700 820 925 1025 1120 1205

960 1085 1215 1340 1455 1560 1665 590 720 850 975 1090 1200 1310 545 675 795 900 1000 1095 1185 410 540 660 760 855 940 1015 530 655 785 915 1035 1150 1255 510 640 760 860 960 1050 1130

7.0

7.5

8.0

880

810

750

700

1115 1235 1350 1455 1555 545

1030 1140 1250 1360 1455 500

955 1060 1160 1265 1365 465

6.5

*

* *

* * *

* * * *

890 985 1085 1180 1275 435

780 900 1015 1120 1220 500

720 830 940 1045 1140 465

670 775 875 980 1070 430

740 840 935 1025 1115 375

680 790 880 965 1050 345

635 735 825 910 990 320

590 690 780 860 940 300

615 710 800 885 960 485

565 665 755 835 910 445

525 630 710 790 860 415

490 585 670 750 820 385

720 840 960 1070 1170 470

665 775 885 995 1095 435

620 720 825 925 1025 400

580 675 770 865 965 375

705 805 895 985 1065

655 755 845 925 1005

605 710 795 875 950

565 660 750 830 905

*

625 720 820 915 1010 400

* * * *

*

*

*

K1 0.930 0.620 0.465 0.372 0.310 0.266 0.233 1.395 0.797 0.558 0.429 0.349 0.294 0.254 1.674 0.881 0.598 0.453 0.364 0.304 0.262 2.094 0.985 0.644 0.478 0.381 0.316 0.270 1.861 1.015 0.698 0.532 0.429 0.360 0.310 2.093 1.080 0.728 0.549 0.441 0.368 0.316

* NOMINAl SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW.

THE SHADED VALUES DO NDT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS.



DECK PROFILE

NR IR WR

I in 4 I ft 0.128 0.139 0.198

(BUckling): 0.80

Q

(BUCkling): 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT

4.0

4.5

5.0

5.5

6.0

6.5

7.0

7.5

8.0

3255 3465 4515

2570 2735 3570

2085 2215 2890

1720 1830 2390

1445 1540 2005

1230 1310 1710

1060 1130 1475

925 985 1285

810 865 1125

NOTE: ASD Required Strength (Service Applied Load)

(EQJ: 0.65 (WIND): 0.70 (OtherJ: 0.65

(EQJ: 2.50 (WIND): 2.55 n (otherJ: 2.50 Q

Q

NOMINAL SHEAR STRENGTH, PLF SPAN, FT

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

K1

1545 1760 1975 2165 2345 2520 2685 950 1165 1380 1580 1770 1950 2125 880 1095 1280 1455 1620 1775 1920 665 880 1065 1230 1380 1520 1645 850 1065 1280 1490 1680 1865 2045 825 1040 1220 1390 1550 1695 1835

1420

1310

1215

1135

1060

1000

940

890

1815 2010 2185 2350 2510 875

1680 1860 2045 2200 2355 810

1560 1730 1900 2070 2215 750

1455 1615 1775 1935 2090 700

1365 1515 1665 1820 1970. 655

1285 1425 1570 1710. 1855. 620

1345 1480 1615. 1750. 585

1275 1400. 1530. 1660. 550

1270 1465 1645 1815 1980 810

1175 1360 1535 1695 1855 745

1095 1265 1435 1595 1745 695

1025 1185 1345 1500 1645 650

960 1110 1260 1415 1555 605

905 1045 1190 1330 1475 570

990 1125 1260 1395 540

935 1065 1195 1320 510

1190 1360 1515 1665 1805 610

1115 1270 1420 1565 1700

1035 1195 1340 1475 1610 525

970 1125 1265 1400 1525

910 1060 1200 1325 1450

855 1000 1135 1260 1380

895 1020 1145 1255 380

990 1150 1295 1430 1555 780

930 1080 1220 1355 1475 725

865 1015 1155 1280 1400 670

1175 1375 1560 1735 1905 760

1090 1275 1455 1620 1780 700

1135 1300 1450 1595 1730

1065 1220 1365 1505 1635

1.202 0.802 0.601 0.481 0.401 0.344 0.301 1.803 1.031 0.721 0.555 0.451 0.380 0.328 2.164 1.139 0.773 0.585 0.470 0.393 0.338 2.706 1.273 0.832 0.618 0.492 0.408 0.349 2.405 1.312 0.902 0.687 0.555 0.465 0.401 2.705 1.396 0.941 0.710 0.570 0.476 0.408

ses

I

•455

'·• 430

945 1080 1200 1315 405

810 960 1090 1215 1330 625

760 910 1035 1155 1270 585

715 855 985 1100 1210 550

810 940 1050 1160 520

765 895 1005 1110 490

1015 1185 1355 1520 1675 .650

945 1110 1270 1430 1575 605·

890 1040 1190 1340 1490 ·51o··

835 980 1120 1265 1405 535

925 1060 1195 1330 505

875 1005 1135 1260 475

995 1145 1285 1420 1545

930 1080 1215 1345 1470

870 1020 1155 1275 1395

820 960 1095 1215 1330

910 1045 1160 1270

860 990 1105 1215

485

r

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW.

THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE·LAP CONNECTIONS.



DECK PROFILE NR lA WR

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT

I

in 4 /

(BUCkling): 0.80 Q (BUCIIIIngJ: 2.00

H

0.226 0.245 0.355

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

3255 3460 4570

2775 2950 3895

2390 2540 3355

2085 2215 2925

1830 1945 2570

1620 1725 2275

1445 1535 2030

1300 1380 1820

1170 1245 1645

NOTE: ASD Required Strength (Service Applied Load)

NOMINAL SHEAR STRENGTH, SPAN, FT 4.5 5.0 5.5 1055 940 850 1190 1070 965 1305 1190 1080 1190 1415 1295 1395 1285 1520 1375 1620 1490 1465 * 1715 1580 650 580 525 640 790 710 755 920 835 870 1040 945 1150 1050 965 1260 1155 1060 1155 1360 1250 600 535 485 600 725 660 705 835 765 795 935 860 1025 950 880 1110 1030 960 1185 1105 1035 455 405 365 580 530 480 580 630 685 780 720 670 745 860 800 870 815 930 995 935 880 520 580 470 720 645 585 775 700 860 895 815 980 920 1095 1000 1105 1015 1210 1310 1205 1110 565 505 455 570 685 625 725 790 670 885 820 755 975 840 905 915 1055 980 1125 1050 985

Q

n

(WINDl: 2.35 (Otherl: 2.50

PLF 6.0 775 880 985 1090 1190 * 1275 * 1360 * 480 585 690 795 895 985 1070 440 545 650 740 820 895 970 330 435 540 620 700 765 830 425 535 640 745 850 940 1030 415 520 620 705 785 860 925

6.5 710

7.0 655

905 1000 1100 1190 1270 440

835 925 1015 1105 1190 405

* * *

635 730 830 915 1000 405

585 675 765 855 935 375

600 690 765 840 910 305

555 645 720 790 860 280

500 580 655 725 785 390

460 545 615 680 745 360

585 685 780 875 960 380

540 630 725 815 895 350

575 660 735 805 875

530 615 690 760 825

* * * *

*

*

K1 0.352 0.291 0.248 0.217 0.192 0.172 0.156 0.528 0.402 0.325 0.272 0.235 0.206 0.184 0.633 0.461 0.362 0.298 0.253 0.220 0.195 0.792 0.539 0.409 0.329 0.275 0.237 0.208 0.704 0.522 0.415 0.345 0.295 0.257 0.228 0.792 0.569 0.444 0.365 0.309 0.268 0.237

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW.

THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NDT BE USED EXCEPT WITH PROPERLY SPACED SIDE·LAP CONNECTIONS.



DECK PROFILE NR IR WR

I in4 /ft 0.099 0.108 0.152

3.0 4130 4410 5695

NOMINAL SHEAR 3.5 4.0 2320 3035 3240 2480 4185 3205

(BUCklingl: 0.80

n IBUCklingl: 2.00

DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 5.5 6.0 4.5 5.0 6.5 1225 1485 1030 880 1835 1310 1100 1585 935 1960 1420 1695 1210 2050 2530

NOTE: ASD Required Strength (Service Applied load) IEOI: 0.65 IWINDI: 0.70



(Otherl: 0.65

n

8.5 850

9.0 800

1165 1290 1420 1545 * 1675 * 565

1090 1210 1330 1450 1570 530

1025 1140 1250 1365 1480 495

NOMINAL SHEAR STRENGTH, PLF SPAN, FT 7.5 8.0 6.5 7.0 1140 1055 975 910

2.50 2.35 !Other): 2.50

Q IEQ): Q (WIND):



1455 1610 1760 1890 2020 705

1345 1490 1635 1770 1890 650

1250 1385 1520 1655 1780 605

1020 1175 1320 1455 1590 650

940 1085 1235 1360 1485 600

875 1010 1145 1280 1395 560

820 945 1075 1200 1315 520

770 885 1005 1125 1245 485

720 835 950 1060 1175 455

960 1090 1220 1335 1450 490

890 1025 1145 1255 1365 450

830 960 1075 1185 1290 420

775 900 1015 1120 1225 390

725 845 960 1065 1160 365

685 795 910 1010 1105 340

800 925 1040 1150 1250 630

745 865 980 1085 1185 580

690 815 925 1025 1125 540

645 770 875 975 1065 505

605 725 830 925 1015 470

570 680 790 880 970 440

940 1100 1255 1390 1525 610

870 1015 1165 1300 1430 565

810 945 1080 1220 1340 525

755 885 1010 1140 1265 485

710 830 950 1070 1190 455

670 780 895 1005 1120 430

915 1045 1165 1280 1390

855 980 1095 1205 1310

795 920 1035 1140 1240

740 870 975 1080 1175

695 815 925 1025 1120

655 765 880 975 1065

*

* * *

* * *

K1 0.446 0.369 0.315 0.274 0.243 0.218 0.198 0.669 0.510 0.412 0.345 0.297 0.261 0.233 0.803 0.584 0.459 0.378 0.321 0.279 0.247 1.004 0.683 0.518 0.417 0.349 0.300 0.263 0.892 0.662 0.526 0.437 0.373 0.326 0.289 1.004 0.722 0.563 0.462 0.392 0.340 0.300

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS.



DECK PROFILE NR IR WR

I in4 I H 0.181 0.196 0.284

5.0 3335 3540 4675

NOMINAL SHEAR 5.5 6.0 2755 2315 2925 2460 3865 3245

IBUCklingl: 0.80

Q

IBucklingl: 2.00

DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 7.5 8.0 7.0 8.5 6.5 1700 1480 1300 1155 1970 1805 1570 1380 1225 2095 2385 2075 1825 1615 2765

NOTE: ASD Required Strength (Service Applied Load)

(BUCkling): 0.80 lotherl: 0.60

Q

(BUCkling): 2.00 Q lotherl: 2.65



lEOI: 0.55 lWINDI: 0.70

NOMINAL SHEAR STRENGTH, PLF t = design thickness =0.0295 in. SPAN, FT 9.5 11.5 11.0 9.0 10.0 10.5 235 225 210 195 250 205

8.0

8.5

280

260

435 515 595 675 755 830 895 960 1025 1085

410 485 560 635 710 785 850 910 975 1030

390 460 530 600 670 740 810 870 925 985

2035

1800

1605

9.5

NOMINAL SHEAR STRENGTH, PLF t = design thickness= 0.0358 in. SPAN, FT 10.0 10.5 11.0 11.5 12.0 12.5

435 500 570 635 700 770 825 885 940

415 475 540 605 665 730 790 845 895

395 455 515 575 635 695 755 805 860

375 435 490 550 605 665 720 775 825

12.0 185

360 415 470 525 580 635 690 745 790

345 395 450 505 555 610 660 715 760

985

905

lEOI: 3.00 lWINDI: 2.35

Q Q

K1

1.093 0.587 0.476 0.401 0.346 0.305 0.272 0.246 0.224 0.206 0.190

NOMINAL SHEAR DUE TO PANEL BUCKLING (S 0 ), PLF

1440

1300

1180

1075

FASTENER LAYOUT

SIDE-LAP CONN./SPAN

9.0

13.0

K1

300 470 555 640 725 810 895 975 1050 1120 1255

280

270.

255

245

235

'225

215

205

24/4

0 2 3 4 5 6 7 8 9 10 12

525 605 685 765 850 930 1000 1065 1200

500 575 650 730 805 885 955 1020 1145

475 550 620 695 770 840 910 975 1100

455 525 595 665 735 805 870 935 1055

435 500 565 635 700 770 835 900 1015

415 480 545 610 670 735 800 865 975

460 520 585 645 705 770 830 940

445 500 560 620 680 740 795 905

1.204 0.646 0.525 0.442 0.381 0.336 0.300 0.270 0.247 0.227 0.195

2260

2025

1830

I (in4 / ft)

0.714

NOMINAL SHEAR DUE TO PANEL BUCKLING (S 0 ), PLF

FASTENER LAYOUT

SIDE-LAP CONN./SPAN

10.0

10.5

24/4

0 3 4 5 6 7 8 9 10 11 13

350 655 755 855 960 1060 1160 1255 1340 1425 1590

330 620 720 815 915 1010 1105 1200 1285 1365 1525

2985

2710

1380

1270

595 685 780 870 965 1055 1150 1230 1310 1465

570 655 745 835 920 1010 1100 1180 1260 1405

545 630 715 800 885 970 1055 1135 1210 1355

605 685 765 850 930 1010 1090 1165 1305

580 660 735 815 895 970 1050 1125 1260

1170 1080

14.0

K1

250

1.385 0.604 0.508 0.439 0.386 0.345 0.311 0.284 0.261 0.241 0.210

560 635 710 785 860 935 1010 1085 1220

540 610 685 755 830 905 975 1050 1180

1635

1520

NOMINAL SHEAR DUE TO PANEL BUCKLING (S 0 ), PLF

FASTENER LAYOUT

SIDE-LAP CONN./SPAN

11.0

24/4

0 3 4 5 6 7 8 9 10 11 13

390 740 855 975 1090 1205 1325 1440 1540 1640 1835

710 820 930 1045 1155 1265 1380 1480 1575 1765

3475

3175

11.5

375

2465

2255

2075

1910

1765

NOMINAL SHEAR STRENGTH, PLF t =design thickness= 0.0598 in. SPAN, FT 12.0 12.5 13.0 13.5 14.0 14.5 360 345 320 305 295 330

680 785 895 1000 1105 1215 1320 1425 1515 1700

I (in4 / ft)

1.295

1510

NOMINAL SHEAR STRENGTH, PLF t =design thickness= 0.0474 in. SPAN, FT 11.0 11.5 12.0 12.5 13.0 13.5 315 265 300 280 290 260

I (in4 / ft)

1.036

1660

755 855 960 1060 1165 1270 1370 1460 1635

725 825 925 1020 1120 1220 1320 1410 1580

700 795 890 985 1080 1175 1270 1360 1530

675 765 855 950 1040 1130 1225 1315 1480

15.0

K1

285

1.556 0.678 0.571 0.493 0.434 0.387 0.350 0.319 0.293 0.271 0.235

650 740 825 915 1005 1095 1180 1270 1430

630 715 800 885 970 1055 1140 1230 1385

2000

1865

NOMINAL SHEAR DUE TO PANEL BUCKLING (S 0 ), PLF

2920

2690

2485

2305

2145

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE· LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE·LAP CONNECTIONS. NOTE: ASD Required Strenglh (Service Applied Load) !Otherl: 0.65 Q !otherl: 2.50 !WINDI: 0.70 Q !WINDI: 2.35

8.0 165 320 400 480 545 610 670 725 775 825 870

8.5 155 300 375 450 515 580 635 690 740 790 835

2035

1800

NOMINAL SHEAR STRENGTH, PLF t- design thickness= 0.0295 in. SPAN, FT 11.5 11.0 9.0 9.5 10.0 10.5 145 130 125 120 115 135 285 280 355 335 320 305 290 425 405 335 385 365 350 425 490 470 445 405 390 550 525 480 460 440 500 510 490 605 580 555 530 660 630 605 580 555 535 710 680 625 580 650 600 755 725 645 695 670 620 800 770 740 715 690 665 NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn). PLF 1605 1440 1300 1180 1075 985

9.0 175 345 430 515 595 665 735 800 860 920 1025

9.5 165

NOMINAL SHEAR STRENGTH, PLF t =design thickness= 0.0358 in. SPAN, FT 10.0 10.5 11.0 11.5 12.0 12.5 160 150 145 140 130 125

2260

2025

410 490 570 635 700 765 825 880 985

10.0 210 515 615 720 805 890 970 1045 1120 1190 1320

10.5 490 585 685 770 850 930 1005 1075 1145 1275

2985

2710

200

11.0 240 590 705 825 930 1030 1130 1220 1310 1395 1550

11.5 230 565 675 790 895 990 1085 1175 1260 1345 1500

3475

3175

390 465 540 610 670 735 790 845 950

370 445 515 580 645 705 760 815 915 NOMINAL SHEAR 1830 1660

355 340 325 425 405 390 495 470 450 560 535 515 620 595 570 675 650 625 730 705 680 785 755 730 885 855 825 DUE TO PANEL BUCKLING (Sn). PLF 1510 1380 1270

12.0 110 265 320 375 425 470 515 560 600 640 905

13.0 120

370 435 495 550 605 655 705 800

360 415 475 530 580 630 680 770

1170

1080

NOMINAL SHEAR STRENGTH, PLF t =design thickness= 0.0474 in. SPAN, FT 11.0 11.5 12.0 12.5 13.0 13.5 190 180 175 170 160 155 470 450 430 560 535 515 495 475 455 625 655 600 575 555 530 740 710 680 655 630 605 820 785 755 730 705 680 895 860 830 800 770 745 965 930 900 865 835 810 1035 1000 965 930 900 870 1065 1105 1030 995 965 935 1230 1190 1150 1115 1080 1050 NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn). PLF 2465 2255 2075 1910 1765 1635 NOMINAL SHEAR STRENGTH, PLF t = design thickness = 0.0598 in. SPAN, FT 12.0 12.5 13.0 13.5 14.0 14.5 220 210 205 195 190 180 540 650 620 600 575 555 535 755 725 695 670 645 625 860 830 795 765 740 715 955 920 885 855 830 800 1045 1010 975 940 910 880 1135 1095 1055 1020 990 960 1215 1175 1135 1100 1065 1035 1300 1255 1215 1175 1140 1105 1450 1405 1365 1320 1285 1245 NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn). PLF 2920 2690 2485 2305 2145 2000

K1 1.235 0.625 0.502 0.419 0.359 0.315 0.280 0.252 0.229 0.210 0.194

14.0 150 440 515 585 655 720 785 845 905 1015

K1 1.361 0.689 0.553 0.461 0.396 0.347 0.308 0.278 0.253 0.232 0.199

K1 1.566 0.636 0.531 0.455 0.399 0.355 0.320 0.291 0.266 0.246 0.213

1520

15.0 175 520 605 690 775 855 930 1000 1075 1210

K1 1.759 0.714 0.596 0.512 0.448 0.399 0.359 0.326 0.299 0.276 0.240

1865

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SlOE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDHAP CONNECTIONS NOTE: ASD Required Strength (Service Applied Load)

lEO): 0.65 !WIND): 0.70

8.0 240 395 475 555 635 710 775 840 905 960 1020

8.5 225 375 445 520 595 670 735 800 860 915 970

2035

1800

NOMINAL SHEAR STRENGTH, PLF t =design thickness= 0.0295 in. SPAN, FT 10.5 11.5 9.0 9.5 10.0 11.0 210 200 190 180 175 165 350 425 400 345 380 360 330 495 465 445 425 405 385 485 460 440 565 535 505 495 570 635 600 545 520 700 665 635 605 575 550 725 690 660 635 605 760 745 715 685 655 815 780 835 795 765 735 705 870 925 885 850 815 780 750 NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn). PLF 1605 1440 1300 1180 1075 985

9.0 245 420 505 590 675 760 835 910 975 1045 1170

9.5 235

NOMINAL SHEAR STRENGTH, PLF t =design thickness= 0.0358 in. SPAN, FT 10.5 11.0 11.5 12.0 12.5 10.0 195 185 220 210 200 180

475 560 640 720 795 865 930 995 1120

455 530 605 685 760 825 890 955 1075

2260

2025

10.0 275 580 680 785 885 980 1065 1150 1230 1310 1460

10.5 260 550 650 745 840 935 1020 1100 1180 1260 1405

2985

2710

11.0 290 640 755 870 990 1100 1200 1295 1390 1485 1655

11.5 275 610 720 835 945 1055 1150 1245 1340 1430 1600

3475

3175

430 505 580 650 725 790 855 915 1030 NOMINAL SHEAR 1830 1660

410 395 380 480 460 440 550 530 505 570 620 595 690 660 635 760 730 700 820 785 755 845 810 880 990 955 920 DUE TO PANEL BUCKLING (Sn). PLF 1510 1380 1270

12.0 160 315 370 425 475 530 580 630 675 725

13.0 170 410 465 525 585 645 705 755 855

1170

1080

NOMINAL SHEAR STRENGTH, PLF t = design thickness= 0.0598 in. SPAN, FT 13.5 12.0 12.5 13.0 14.0 14.5 265 255 245 235 225 220 585 640 615 575 595 690 665 740 710 765 685 660 800 835 805 775 750 870 905 975 935 900 870 840 1015 1110 1070 1030 995 960 925 1115 1080 1045 1010 1155 1200 1125 1245 1200 1160 1090 1290 1285 1240 1200 1375 1330 1165 1445 1395 1355 1315 1490 1545 NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn). PLF 2485 2305 2145 2000 2690 2920

!WIND): 2.35

K1 2.376 0.826 0.623 0.500 0.418 0.359 0.314 0.279 0.252 0.229 0.210

905

425 485 545 610 670 730 785 885

NOMINAL SHEAR STRENGTH, PLF t = design thickness= 0.0474 in. SPAN, FT 11.0 11.5 12.0 12.5 13.0 13.5 240 210 250 230 220 205 525 505 485 620 590 565 545 525 505 710 680 625 600 580 650 735 705 770 680 655 805 760 895 855 820 790 730 940 980 905 870 835 805 1015 1055 980 940 910 880 1135 1090 1050 1010 975 945 1165 1120 1080 1045 1010 1210 1255 1215 1175 1135 1300 1350 NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn). PLF 2075 1910 2465 2255 1765 1635

n lEO): 2.50 Q

14.0 195 485 560 630 705 775 850 915 975 1100

K1 2.617 0.910 0.686 0.551 0.460 0.395 0.346 0.308 0.277 0.252 0.214

K1 3.011 0.790 0.634 0.529 0.454 0.398 0.354 0.319 0.290 0.266 0.228

1520

15.0 210 555 640 725 810 895 980 1055 1130 1275

K1 3.382 0.887 0.712 0.595 0.510 0.447 0.398 0.358 0.326 0.299 0.256

1865

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE·LAP CONNECTIONS. NOTE: ASD Required Strength (Service Applied Load)

t =design thickness =0.0149" SUPPORT FASTENING: Buildex or Elco Textron #12 or #14 TEKS screws SIDE·IAP FASTENING: #10 screws TYPE OF FILL

FASTENER SIDE·LAP LAYOUT CONN./SPAN

35/8

35/7

35/5 NO FILL (BARE DECK)

30/7

30/5

30/4

2 1/2" NW CONC.

30/4

(ABOVE DECK)

2 1/2" LW CONC.

30/4

(ABOVE DECK)

TYPE I

30/4

INSUL. FILL

TYPE II

30/4

INSUL. FILL

0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4

1.0 1080 1185 1260 1320 1365 990 1075 1130 1175 1205 705 765 800 825 840 1025 1145 1230 1295 1345 755 840 895 930 955 610 670 705 725 740 5870 6190 6510 6830 7150 4205 4525 4845 5165 5485 1415 1735 2055 2375 2695 1680 2000 2320 2640 2960



Q lEO): 2.50 Q IWIND): 2.35

!FillED, EO): !FILLED, WIND): !FillED, other):

n !other): 2.50

NOMINAL SHEAR STRENGTH, PLF SPAN, FT 2.0 2.5 3.0

1.5

840 955 1050 1130 1195 790 890 970 1035 1085 585 660 715 755 785 780 910 1015 1100 1170 595 700 775 830 870 500 580 630 670 695 5550 5760 5975 6190 6400 3885 4100 4310 4525 4740 1090 1305 1520 1730 1945 1360 1575 1785 2000 2215

675 785 880 965 1035 645 745 830 900 960 485 570 635 680 720 620 740 840 930 1005 480 585 665 730 785 410 495 560 605 640 5390 5550 5710 5870 6030 3725 3885 4045 4205 4365 930 1090 1250 1410 1570 1200 1360 1520 1680 1840

475 565 645. 725 * 795 * 460 545 625. 695. 755. 355 430 495 555 600. 435 525 610. 690 * 765 * 340 430 505 570 * 630 * 300 375 440 495 540 5225 5335 5440 5545 5655 3565 3670 3775 3885 3990 770 875 985 1090 1195 1040 1145 1250 1360 1465

555 655 750 830. 905. 540 630 715 790 850. 410 490 560 615 660 510 615 710 795 875 * 400 495 575 645 700 345 430 495 550 590 5290 5420 5545 5675 5805 3625 3755 3885 4010 4140 835 960 1090 1220 1345 1100 1230 1360 1485 1615

0.50 0.50 0.50

Q !FILLED, EO): 3.25 Q !FILLED, WIND): 3.25

n !FILLED, other): 3.25

3.5

4.0

410 490. 565. 640. 705. 400 480. 550 * 615 * 680 * 310 380 445 * 500. 550 * 375 455 * 535 * 610 * 680 * 300 375 445 * 510 * 565 * 260 335 395 450 * 495 * 5180 5270 5365 5455 5545 3515 3610 3700 3790 3880 725 815 905 1000 1090 990 1085 1175 1265 1355

360. 435. 505. 570. 635. 355. 425. 490. 555. 610. 275 340. 400. 455 * 505 * 330 * 405 * 475. 540 * 605. 265 335. 400 * 460 * 515 * 230 300 355 * 410 * 455 * 5145 5225 5305 5385 5465 3480 3560 3640 3720 3800 690 770 850 930 1010 955 1035 1115 1195 1275

K1 0.351 0.273 0.224 0.189 0.164 0.374 0.287 0.233 0.196 0.169 0.511 0.361 0.280 0.228 0.192 0.468 0.353 0.284 0.237 0.204 0.624 0.435 0.334 0.271 0.228 0.702 0.472 0.356 0.285 0.238 0.702 0.472 0.356 0.285 0.238 0.702 0.472 0.356 0.285 0.238 0.702 0.472 0.356 0.285 0.238 0.702 0.472 0.356 0.285 0.238

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. IBuclling): Q IBUCkllng): 2.00

o.ao

TYPE OF FILL NO FILL

FASTENER LAYOUT ALL

I

in4f ft 0.011

1.0 4465

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT I 1.5 I 2.0 I 2.5 I 3.0 I 3.5 I

I

1985

I

1115

I

715

I

495

I

365

I

4.0

275

NOTE: ASD Required Strength (Service Applied Load)

=

TYPE OF FILL

FASTENER SIDE-LAP LAYOUT CONN./SPAN

35/8

35/7

35/5 NO FILL (BARE DECK)

30/7

30/5

30/4

2 1/2" NW GONG.

30/4

(ABOVE DECK)

2 1/2" LW GONG.

30/4

(ABOVE DECK)

TYPE I

30/4

INSUL. FILL

TYPE II



30/4

INSUL. FILL

0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4

1.5

!FILLED, EQl: 0.50 !FILLED, WINDl: 0.50 !FILLED, Otherl: 0.50

795 925 1040 1145 1230 760 880 980 1065 1135 570 670 750 805 850 730 870 995 1100 1195 570 690 785 865 925 485 590 665 720 760 5475 5665 5860 6050 6245 3810 4005 4195 4385 4580 1015 1210 1400 1595 1785 1285 1480 1670 1860 2055

655 775 885 985 1070 635 750 845 935 1010 485 580 660 725 780 605 730 840 945 1035 475 585 680 765 830 410 510 590 650 700 5360 5515 5670 5820 5975 3695 3850 4005 4160 4310 905 1055 1210 1365 1520 1170 1325 1480 1635 1785

485 580 * 670 * 760 * 840 * 475 565 * 650 * 730 * 805 * 365 450 525 595 * 650 * 440 540 635 * 720 * 805 * 350 445 530 605 * 675 * 305 395 470 535 590 * 5230 5340 5450 5560 5670 3565 3675 3785 3895 4005 775 885 995 1100 1210 1040 1150 1260 1370 1480

560 665 765 * 860 * 945 * 545 645 740 * 825 * 900 * 415 510 590 655 710 510 620 725 820 * 910 * 405 505 595 675 745 * 350 445 525 590 640 5285 5410 5540 5670 5795 3620 3750 3875 4005 4135 825 955 1085 1210 1340 1095 1225 1350 1480 1610

*

n !FILLED, EOl: 3.25





NOMINAL SHEAR STRENGTH, PLF SPAN, FT 2.5 3.0 3.5

2.0

990 1130 1245 1335 1415 935 1055 1150 1220 1280 685 780 845 890 925 920 1075 1200 1300 1385 700 825 915 980 1030 585 685 745 790 820 5665 5920 6175 6435 6690 4000 4255 4515 4770 5025 1205 1465 1720 1975 2230 1475 1730 1990 2245 2500

!EQI: 2.50 !WIND!: 2.35 n !otherl: 2.50 Q

Q

Q

!FILLED, WINDl: 3.25

n !FILLED, Other!: 3.25

4.0

4.5

K1

425 * 515 * 595 * 675 * 750 * 420 * 505 * 580 * 655 * 725 * 325 405 475 * 540 * 595 * 390 480 * 565 * 645 * 720 * 310 395 475 * 545 * 610 * 270 350 425 * 485 * 540 * 5190 5285 5380 5480 5575 3525 3620 3720 3815 3910 730 830 925 1020 1115 1000 1095 1195 1290 1385

380 * 460 * 535 * 610 * 680 * 375 * 450 * 525 * 595 * 660 * 290 365 * 430 * 495 * 550 * 345 * 430 * 505 * 580 * 650 * 275 355 * 425 * 495 * 560 * 245 320 385 * 445 * 500 * 5160 5245 5330 5415 5500 3495 3580 3665 3750 3835 700 785 870 955 1040 970 1055 1140 1225 1310

0.740 0.478 0.353 0.280 0.232 0.789 0.499 0.364 0.287 0.237 1.077 0.600 0.415 0.318 0.257 0.987 0.607 0.439 0.343 0.282 1.316 0.718 0.493 0.376 0.304 1.480 0.764 0.515 0.388 0.312 1.480 0.764 0.515 0.388 0.312 1.480 0.764 0.515 0.388 0.312 1.480 0.764 0.515 0.388 0.312 1.480 0.764 0.515 0.38 0.312

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4.



TYPE OF FILL NO FILL

FASTENER LAYOUT ALL

I in 4 /ft

1.5

0.013

2580 ..

!Buckling!: o.ao

n !Buckling!: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 3.5 I 2.0 I 2.5 I 3.0 l I 4.0 I

I

1450

I

930

I

645

I

470

l

360

I

4.5

285

NOTE: ASD Requ~red Strength (Serv1ce Applied Load) !fiLLED, EOl: (fiLLED, WINDl: (fiLLED, otherl:

NOMINAl SHEAR STRENGTH, PlF SPAN, FT 3.0 2.0 2.5

650 760 855 940 1010 620 720 805 875 935 465 550 615 665 700 600 715 815 905 980 465 565 645 710 760 395 480 545 590 625 5370 5530 5690 5850 6010 3705 3865 4025 4185 4345 915 1075 1235 1395 1555 1180 1340 1500 1660 1820

455 545 630 * 705 * 775 * 445 530 605 * 675 * 740 * 340 415 485 540 585 * 420 510 595 * 675 * 750 * 330 415 490 555 615 * 285 365 430 485 525 5215 5320 5430 5535 5640 3550 3660 3765 3870 3980 760 865 970 1080 1185 1025 1135 1240 1345 1455

535 635 730 810 880 * 520 615 695 765 830 * 395 475 545 595 640 495 595 690 775 855 * 385 480 560 630 685 335 415 485 535 575 5275 5405 5535 5660 5790 3615 3740 3870 3995 4125 820 950 1075 1205 1330 1090 1215 1345 1470 1600

0.50 0.50 0.50

!FILLED, EOl: 3.25 WINDI: 3.25 Q (fiLLED, otherl: 3.25 Q

Q (fiLLED,

3.5

4.0

K1

395 475 * 550 * 625 * 690 * 385 465 * 535 * 600 * 660 * 300 370 435 * 490 * 535 * 360 445 * 520 * 595 * 665 * 285 365 435 * 500 * 555 * 250 325 385 440 * 485 * 5170 5260 5355 5445 5535 3505 3600 3690 3780 3870 715 805 895 990 1080 980 1075 1165 1255 1345

350 * 420 * 490 * 555 * 620 * 340 * 410 * 480 * 540 * 600 * 265 330 * 390 * 445 * 490 * 320 * 390 * 465 * 530 * 595 * 255 325 * 390 * 450 * 505 * 225 290 350 * 400 * 445 * 5135 5215 5295 5375 5455 3475 3555 3635 3715 3795 680 760 840 920 1000 950 1030 1110 1190 1270

0.675 0.436 0.322 0.256 0.212 0.720 0.455 0.332 0.262 0.216 0.982 0.547 0.379 0.290 0.235 0.900 0.554 0.400 0.313 0.257 1.200 0.655 0.450 0.343 0.277 1.351 0.697 0.470 0.354 0.284 1.351 0.697 0.470 0.354 0.284 1.351 0.697 0.470 0.354 0.284 1.351 0.697 0.470 0.354 0.284 1.351 0.697 0.470 0.354 0.284

* NOMINAL SHEAR SHOWN ABOVE MAY BE liMITED BY SHEAR BUCKliNG. SEE TABLE BELOW. WHEN FillED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4.

TYPE OF Fill NO FILL

FASTENER lAYOUT ALL

I

in4 /H

1.0

0.011

4465

IBUCklingl: 0.80 Q IBUCkllngl· 200 NOMINAl SHEAR DUE TO PANEl BUCKliNG (Sn), PlF I SPAN, FT I 1.5 I 2.0 I 2.5 I 3.0 l 3.5 I 4.0

I

1985

I

1115

I

715

I

495

I

365

I

275

NOTE: ASD Reqmred Strength (Serv1ce Applied load)



FASTENER SIDE-LAP LAYOUT CONN./SPAN 0 1 35/8 2 3 4 0 1 35/7 2 3 4 0 1 35/5 2 3 4 0 1 30/7 2 3

30/5

4 0 1 2 3

30/4

2 1/2"

NW GONG.

30/4

(ABOVE DECK)

2 1/2"

LW GONG.

30/4

(ABOVE DECK)

TYPE I

30/4

INSUL. FILL

TYPE II

30/4

INSUL. FILL

4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4 0 1 2 3 4

lfllLED, EOI: 0.50 Q (fiLLED, EOI: 3.25 (fiLLED, WINDI: 0.50 Q (fiLLED, WINDI: 3.25 IFILLED, other!: 0.50 n lflllED, other!: 3.25



NOMINAL SHEAR STRENGTH, PLF SPAN, FT

2.0

2.5

3.0

3.5

4.0

4.5

5.0

1255 1435 1595 1735 1860 1205 1365 1505 1625 1730 905 1040 1150 1235 1305 1155 1345 1515 1665 1800 900 1065 1200 1315 1405 765 905 1015 1100 1165 5805 6060 6320 6575 6830 4140 4400 4655 4910 5170 1350 1605 1860 2120 2375 1615 1875 2130 2385 2645

1040 1200 1350 1485 1610 1005 1155 1290 1415 1520 765 895 1010 1105 1185 955 1120 1275 1420 1550 750 900 1035 1150 1250 645 780 895 985 1060 5625 5830 6035 6240 6445 3960 4165 4370 4575 4780 1170 1375 1580 1785 1990 1435 1640 1845 2050 2255

880 1025 1165 * 1290 * 1410 * 860 995 1125 * 1240 * 1345 * 660 785 895 990 1070 805 955 1095 1230 * 1350 * 640 775 900 1015 1115 555 680 790 885 965 5505 5675 5845 6020 6190 3840 4010 4185 4355 4525 1050 1220 1390 1560 1730 1315 1485 1660 1830 2000

765 895 * 1020 * 1135 * 1245 * 750 870 * 990 * 1100 * 1200 * 575 690 795 890 * 975 * 700 830 * 955 * 1080 * 1195 * 555 680 795 900 * 1000 * 485 600 705 800 880 * 5420 5565 5710 5860 6005 3755 3900 4050 4195 4340 960 1110 1255 1400 1550 1230 1375 1525 i670 1815

675 * 790 * 905 * 1010 * 1115 * 660 * 775 * 880 * 985 * 1080 * 510 620 715 * 805 * 890 * 615 735 * 850 * 960 * 1065 * 490 605 710 * 810 * 905 * 430 540 635 * 725 * 805 * 5355 5485 5610 5740 5870 3690 3820 3950 4075 4205 900 1025 1155 1280 1410 1165 1295 1425 1550 1680

605 * 710 * 810 * 910 * 1005 * 595 * 695 * 795 * 890 * 980 * 460 555 * 650 * 735 * 815 * 550 * 655 * 760 * 860 * 960 * 440 540 * 640 * 735 * 820 * 385 485 575 * 660 * 740 * 5305 5420 5535 5645 5760 3640 3755 3870 3985 4095 850 960 1075 1190 1305 1115 1230 1345 1460 1570

545 * 640 * 735 * 830 * 915 * 535 * 630 * 720 * 810 * 895 * 415 * 505 * 595 * 675 * 750 * 490 * 595 * 690 * 780 * 875 * 395 490 * 580 * 670 * 750 * 350 440 * 525 * 605 * 680 * 5265 5365 5470 5575 5675 3600 3705 3805 3910 4010 810 910 1015 1115 1220 1075 1180 1280 1385 1485

K1 0.855 0.553 0.408 0.324 0.268 0.912 0.576 0.421 0.332 0.274 1.244 0.693 0.480 0.367 0.297 1.140 0.702 0.507 0.397 0.326 1.520 0.829 0.570 0.434 0.351 1. 711 0.883 0.595 0.449 0.360 1.711 0.883 0.595 0.449 0.360 1.711 0.883 0.595 0.449 0.360 1.711 0.883 0.595 0.449 0.360 1. 711 0.883 0.595 0.449 0.360

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4.

Q

TYPE OF FILL

FASTENER LAYOUT

NO FILL

ALL

I in 4 /H 0.017

IBUCklingl: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT

2.0

I

2.5

3.0

I

I

2205

1410

I

980

I

J

3.5 720

J I

4.0

I

4.5

550

l

435

I

I

5.0 350

NOTE: ASO Requued Strength (Service Applied Load) !FILLED, EOI: 0.50 (Buckling) x Nominal Bu~kling Strength Snl

AV·78

September 2004

IEOI: 0.65 Q IEOI: 2.50 IWINDI: 0.70 Q IWINDI: 2.35 lotherl: 0.65 n lotherl: 2.50

9/16" I 21/2" FORM DECK t =design thickness =0.0259" SUPPORT FASTENING: Pneutek SDK61·series 10.115" to 0.155" support steell SIDE·LAP FASTENING: #10 screws TYPE OF FILL

FASTENER SIDE-LAP LAYOUT CONN./SPAN 0 1 35/8 2 3 4 0 1 35/7 2 3 4 0 1 35/5 2 3 4 NO FILL (BARE DECK) 0 1 2 30/7 3 4 0 1 30/5 2 3 4 0 1 2 30/4 3 4 0 2 1/2" 1 30/4 2 NW CONC. (ABOVE DECK) 3 4 0 1 2 1/2" 30/4 2 LW CONC. 3 (ABOVE DECK) 4 0 1 TYPE I 30/4 2 INSUL. FILL 3 4 0 1 TYPE II 30/4 2 INSUL. FILL 3 4





IFillED, EOI: 0.50 Q !FILLED, EOI: 3.25 !FILLED, WINDI: 0.50 Q !FILLED, WINDI: 3.25 !FILLED, otherl: 0.50 n !FILLED, otherl: 3.25



NOMINAL SHEAR STRENGTH, PLF SPAN, FT

2.0

2.5

1210 1390 1550 1690 1810 1160 1320 1460 1580 1685 870 1010 1115 1200 1270 1115 1305 1475 1625 1755 865 1030 1165 1280 1370 740 880 985 1070 1130 5775 6030 6285 6545 6800 4110 4365 4625 4880 5135 1315 1575 1830 2085 2345 1585 1840 2100 2355 2610

1000 1165 1310 1450 1570 970 1120 1255 1375 1485 735 870 980 1075 1150 920 1085 1240 1385 1515 720 875 1005 1120 1220 625 760 870 960 1030 5600 5805 6010 6215 6420 3935 4140 4345 4550 4755 1145 1350 1555 1760 1965 1410 1615 1820 2025 2230

3.0

4.0

3.5

4.5

650. 770. 880. 990. 1090. 640. 750. 860. 960. 1055. 495 600 700. 785. 870. 595 715. 825. 935. 1040. 475 585 695. 790. 885. 415 525 620 710. 785. 5340 5465 5595 5725 5850 3675 3805 3930 4060 4190 880 1010 1140 1265 1395 1150 1280 1405 1535 1665

740 870. 990. 1110. 1220. 720 845. 965. 1070. 1175. 555 670 775 870. 950. 675 805 935. 1055. 1165. 535 660 775 880. 975. 470 585 690 780 860. 5400 5550 5695 5840 5990 3735 3885 4030 4175 4325 945 1090 1235 1385 1530 1210 1360 1505 1650 1800

850 995 1130. 1260. 1375. 830 965 1090 1210. 1315. 635 760 870 965 1045 780 925 1065 1200. 1320. 615 755 880 990 1090 535 660 770 865 940 5485 5655 5825 5995 6170 3820 3990 4160 4335 4505 1025 1200 1370 1540 1710 1295 1465 1635 1810 1980

5.0 525. 625. 715. 810. 895. 515. 610. 705. 790. 875. 400 490. 580. 660. 735. 475. 575. 670. 765. 855. 380 475. 570. 655. 735. 335 430. 515. 595. 670. 5250 5355 5455 5560 5665 3590 3690 3795 3895 4000 795 900 1000 1105 1205 1065 1165 1270 1370 1475

585. 690. 790. 890. 985. 570. 675. 775. 870. 960. 445 540. 635. 720. 795. 530. 640. 740. 840. 940. 425 525. 625. 715. 805. 375 470 565. 645. 725. 5290 5405 5520 5635 5745 3625 3740 3855 3970 4085 835 950 1060 1175 1290 1100 1215 1330 1445 1560

K1 1.026 0.620 0.444 0.346 0.283 1.094 0.644 0.456 0.353 0.288 1.493 0.764 0.513 0.386 0.310 1.368 0.782 0.547 0.421 0.342 1.824 0.912 0.608 0.456 0.365 2.053 0.966 0.632 0.469 0.373 2.053 0.966 0.632 0.469 0.373 2.053 0.966 0.632 0.469 0.373 2.053 0.966 0.632 0.469 0.373 2.053 0.966 0.632 0.469 0.373

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4.



TYPE OF FILL NO FILL

FASTENER LAYOUT ALL

I in4fft O.D17

Q IBICkllngl: 2.00

lldlltl: 0.80

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT

2.0

I

2205

I

2.5

I

1410

J

3.0

I

3.5

I

4.0

I

4.5

I

5.0

980

I

720

I

550

I

435

I

350

NOTE: ASD Required Strength (Service Applied Load)



Q IEQI: Z.SO Q IWINDI: US Q IOtherl: Z.SO

!FILLED, EQI: O.SO !FILLED, WINDI: O.SO !FILLED, otherl: O.SO



NOMINAL SHEAR STRENGTH, PLF SPAN, FT 2.5 3.0 3.5

665 785 895 995 1085 * 645 755 855 945 1020 490 590 670 735 790 610 735 850 955 1045 480 595 690 770 840 415 515 595 660 705 5365 5520 5675 5830 5980 3705 3855 4010 4165 4320 910 1065 1215 1370 1525 1180 1330 1485 1640 1795

565 675 775 * 865 * 955 * 550 655 745 * 830 * 905 * 420 515 595 665 720 520 630 730 830 * 915 * 410 510 605 685 755 * 355 450 530 595 650 5290 5420 5545 5675 5800 3625 3755 3880 4010 4140 835 960 1090 1215 1345 1100 1230 1355 1485 1615

4.0

US US Q !FILLED, Otherl: US

4.5

435 * 520 * 605 * 685 * 760 * 425 * 510 * 590 * 665 * 735 * 330 410 480 * 545 * 605 * 395 485 * 570 * 650 * 725 * 315 400 480 * 550 * 615 * 275 355 430 * 490 * 545 * 5195 5290 5385 5480 5580 3530 3625 3720 3820 3915 735 835 930 1025 1120 1005 1100 1195 1295 1390

490 590 * 680 * 765 * 845 * 480 575 * 660 * 740 * 815 * 370 455 530 600 * 655 * 450 545 * 640 * 730 * 810 * 355 450 535 610 * 680 * 310 400 475 540 595 * 5235 5345 5455 5565 5675 3570 3680 3790 3900 4010 780 890 995 1105 1215 1045 1155 1265 1375 1485

Q !FILLED, EQI: Q !FILLED, WINDI:

385 * 465 * 545 * 615 * 685 * 380 * 455 * 530 * 600 * 665 * 295 370 * 435 * 500 * 555 * 350 * 435 * 510 * 585 * 655 * 280 360 * 430 * 500 * 565 * 250 320 390 * 450 * 505 * 5160 5245 5330 5420 5505 3500 3585 3670 3755 3840 705 790 875 960 1045 975 1060 1145 1230 1315

K1

0.888 0.536 0.384 0.299 0.245 0.947 0.557 0.395 0.306 0.249 1.292 0.661 0.444 0.334 0.268 1.184 0.677 0.474 0.364 0.296 1.579 0.789 0.526 0.395 0.316 1.777 0.836 0.547 0.406 0.323 1.777 0.836 0.547 0.406 0.323 1.777 0.836 0.547 0.406 0.323 1.777 0.836 0.547 0.406 0.323 1.777 0.836 0.547 0.406 0.323

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4.

TYPE OF FILL NO FILL

FASTENER LAYOUT ALL

I in4 /H

1.5

0.013

2580

Q laDling): 2.00 lldltgl: 0.80 NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT I 2.0 I 2.5 I 3.0 I 3.5 I 4.0 I 4.5

I

1450

I

930

I

645

I

470

I

360

I

285

NOTE: ASD Required Strength (Service Applied Load)



!fiLLED, EOI: 0.50 Q !fiLLED, EOI: 3.25 (fiLLED, WINDI: 0.50 n (fiLLED, WINDI: 3.25 IfiLLED, otherl: 0.50 n !fiLLED, otherl: 5.25



NOMINAL SHEAR STRENGTH, PLF SPAN, FT

2.0

2.5

1170 1350 1505 1645 1765 1125 1285 1420 1540 1640 840 980 1085 1170 1235 1080 1270 1435 1585 1710 840 1000 1135 1245 1335 715 855 960 1040 1100 5745 6000 6260 6515 6770 4080 4340 4595 4850 5105 1290 1545 1800 2060 2315 1555 1815 2070 2325 2580

970 1130 1280 1410 1535 940 1090 1220 1340 1445 715 845 955 1050 1125 890 1055 1210 1350 1480 700 850 980 1095 1190 605 740 845 935 1005 5575 5780 5985 6195 6400 3915 4120 4325 4530 4735 1120 1325 1530 1735 1940 1390 1595 1800 2005 2210

3.0 825 965 1100 1230. 1345. 800 940 1065 1180. 1285 * 615 740 845 940 1020 755 900 1040 1170. 1290. 595 735 855 965 1065 520 645 750 845 920 5465 5635 5805 5980 6150 3800 3970 4145 4315 4485 1010 1180 1350 1520 1690 1275 1445 1620 1790 1960

4.5

5.0

630 745 * 860 * 965 * 1070 * 615 730. 835 * 940 * 1035 * 475 585 680 * 770 * 850 * 575 695 * 805 * 915. 1020 * 455 570 675 * 775. 865.

565 * 670 * 770. 870. 965 * 555 * 655 * 755 * 850 * 940 * 430 525. 620 * 705 * 780 * 510 * 620 * 725 * 825 * 920 * 410 510. 610 * 705. 790.

505. 605. 700. 790. 880.

400 510 605 695. 770 * 5325 5455 5580 5710 5840 3660 3790 3915 4045 4175 870 995 1125 1250 1380 1135 1265 1390 1520 1650

360 460 550. 635. 710.

4.0

3.5 715 845 * 965 * 1085. 1195 * 700 820 940. 1045. 1150. 535 655 755 850. 930. 655 785 910 * 1030. 1140. 520 640 755 860. 955. 455 570 670 760 840. 5385 5530 5680 5825 5970 3720 3865 4015 4160 4305 930 1075 1220 1365 1515 1195 1340 1490 1635 1780

5280 5390 5505 5620 5735 3615 3730 3840 3955 4070 820 935 1050 1165 1275 1090 1205 1315 1430 1545

500 * 595 * 685 * 775 * 860. 390 480. 565 * 645 * 720. 460. 560. 655 * 750 * 840 * 365 465. 555. 640 * 725 * 325 420 * 505. 580. 655 * 5240 5345 5445 5550 5650 3575 3680 3780 3885 3985 785 885 990 1090 1195 1050 1155 1255 1360 1460

K1 1.026 0.620 0.444 0.346 0.283 1.094 0.644 0.456 0.353 0.288 1.493 0.764 0.513 0.386 0.310 1.368 0.782 0.547 0.421 0.342 1.824 0.912 0.608 0.456 0.365 2.053 0.966 0.632 0.469 0.373 2.053 0.966 0.632 0.469 0.373 2.053 0.966 0.632 0.469 0.373 2.053 0.966 0.632 0.469 0.373 2.053 0.966 0.632 0.469 0.373

*NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. IBucklingl: 0.80 Q IBUCklingl: 2.00 FASTENER I TYPE OF NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT in4f H FILL 2.0 LAYOUT I 2.5 I 3.0 I 3.5 l 4.0 I 4.5 I 5.0 2205 NO FILL ALL 0.017 550 I 1410 I 980 I 720 I 435 I 350 NOTE: ASD Requtred Strength (Servtce Applied Load)



2 3 4 5 6 8

5275 5225 5550 ~~ ~~ 5335 5875 "

TYPE OF DECK NO FILL

FASTENER LAYOUT

I in4fft 0.165 0.338 0.797

IBIDiilgl: 0.80

n !Buckling!: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN , FT

4.0

5.0

3405 6115 11290

2180 3910 7225

7.0 8.0 9.0 10.0 11.0 12.0 13.0 670 545 450 375 1110 850 320 1205 1995 1525 975 805 675 575 2820 2230 1805 1490 3685 1255 1065 NOTE: ASD Required Strength (Service Applied Load)



NOMINAL SHEAR STRENGTH, PLF SPAN, FT 8.0 9.0 10.0 11.0 315 450 395 350

12.0 290

1060 1275 1460 1625 1760 1980 505

945 1145 1325 1485 1625 1850 435

845 1040 1210 1360 1500 1735 385

950 1110 1255 1390 1625 350

1060 1275 1460 1625 1760 1980 495

945 1145 1325 1485 1625 1850 435

840 1040 1210 1360 1500 1735 385

950 1110 1255 1390 1625 350

1060 1275 1460 1625 1760 1980 5480

945 1145 1325 1485 1625 1850 5405

840 1040 1210 1360 1500 1735 5350

950 1110 1255 1390 1625. 5305

870 1025 1165 1295. 1525 * 5270

800 950 1085 1210 1435 5240

6060 6350 6640 6930 7220 7800 3815

5915 6170 6425 6675 6930 7440 3745

5805 6030 6255 6480 6705 7160 3685

5915 6120 6325 6525 6930 3640

5825 6010 6195 6380 6750 3605

5745 5915 6085 6255 6595 3575

4395 4685 4975 5265 5555 6140

4250 4505 4760 5015 5265 5775

4140 4365 4590 4815 5040 5495

4250 4455 4660 4860 5270

4160 4345 4530 4715 5085

4085 4255 4420 4590 4930

*

*

870 1025 1165 1295 1525 315 870 1025 1165 1295 1525 315

* *

* *

800 950 1085 1210 1435 290 800 950 1085 1210 1435 290

K1 0.923 0.454 0.301 0.225 885 * 825 * 0.180 1010 * 950 * 0.150 1135 * 1065 * 0.128 1350 * 1280 * 0.099 265 250 0.923 0.454 0.301 0.225 825 * 0.180 885 1010 * 950 * 0.150 1135 * 1065 * 0.128 1350 * 1280 * 0.099 265 250 0.923 0.454 0.301 0.225 885 * 825 * 0.180 1010 • 950. 0.150 1135 • 1065. 0.128 1350 * 1280. 0.099 5215 5190 0.923 0.454 0.301 0.225 5840 5770 0.180 5995 5915 0.150 6150 6065 0.128 6465 6355 0.099 3550 3530 0.923 0.454 0.301 0.225 4175 4110 0.180 4330 4255 0.150 4490 4400 0.128 4800 4690 0.099 13.0 265

* * *

* *

*

* *

*

14.0 250

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FillED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER. OR STRENGTH. OF THE PERIMETER CONNECTIONS TO DEVElOP THE VALUES SHOWN IN THE TABlE. CHECK SECTION 5.4. REFER TO THE 0 SIDE-lAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTION PUNCHED SIDE-LAPS.

TYPE OF DECK FASTENER LAYOUT NO FILL 1 1/2" X 6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in4 /ft 0.308 0.560 1.324

NOMINAL SHEAR DUE TO PANEL 5.0 6.0 7.0 8.0 9.0 4970 3450 2535 1940 1530 8155 5665 4160 3185 2515 15090 10480 7700 5895 4655

IBucklingJ: 0.80

n IBUtklingl: 2.00

BUCKLING (Snl• PLF I SPAN, FT 10.0 11.0 12.0 13.0 1240 1025 860 735 2035 1685 1415 1205 3770 3115 2620 2230

14.0 630 1040 1925

NOTE: ASD Required Strength (Service Applied load)



NOMINAL SHEAR STRENGTH. PLF SPAN, FT 7.0 8.0 9.0 10.0 280 250 225 325 505 600 675 740 805 925 320

440 520 595 665 725 840 280

390 460 530 600 655 765 250

500 590 675 740 805 925 320

435 515 595 665 725 840 280

390 460 530 600 655 765 250

500 590 675 740 805 925 5275

435 515 595 665 725 840 5225

390 460 530 600 655 765 5190

5455 5545 5635 5725 5815 5995 3610

5385 5465 5545 5620 5700 5860 3565

5330 5400 5470 5545 5615 5755 3525

3790 3880 3970 4060 4150 4335

3720 3800 3880 3960 4040 4195

3670 3740 3810 3880 3950 4090

U !FILLED, EOJ: 5.25 H !FILLED, WINDJ: 5.25 n !fiLLED, other!: 5.25

K1 0.729 0.509 0.391 0.318 415 375 345 475 435 395 365 0.267 450 * 415 * 0.231 540 490 550 * 505 * 465 * 0.203 600 700 * 645 * 600 * 555 * 0.164 185 170 0.729 225 205 0.509 0.391 375 345 0.318 415 475 435 365 0.267 395 450 * 415 * 0.231 540 490 550 * 505 * 465 * 0.203 600 700 * 645 * 600 * 555 * 0.164 185 170 0.729 225 205 0.509 0.391 415 0.318 375 345 475 435 395 365 0.267 415 * 0.231 540 490 450 550. 505 * 465 * 0.203 600 700. 645 * 600 555 * 0.164 5160 5140 5120 5105 0.729 0.509 0.391 5310 5280 0.318 5350 5415 5370 5330 5300 0.267 5480 5425 5385 5345 0.231 5540 5485 5435 5395 0.203 5670 5600 5540 5490 0.164 3455 3440 0.729 3500 3475 0.509 0.391 3615 3690 3650 0.318 3750 3705 3665 r---3635 ,-----·-0.267 3720 3680 0.231 3815 3765 3770 3730 0.203 3880 3820 3880 3830 0.164 4oo5 1 3935 11.0 205

12.0 185

13.0 170

~----

----~----

-~-·-

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FILLED DIAPHRAGMS ARE USED. IT MAY BE NECESSARY TO INCREASE THE NUMBER. OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE-LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTION PUNCHED SIDE-LAPS.



TYPE OF DECK FASTENER LAYOUT NO FILL 11/2''x6" 36/4 2"x12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in4 I ft 0.165 0.338 0.797

4.0 3405 6115 11290

IBIKkllagl: 0.80

n !Buckling!: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (S 0 ), PLF I SPAN, FT 9.0 10.0 I 11.0 12.0 7.0 8.0 5.0 6.0 670 545 1110 450 1515 850 375 2180 975 805 675 3910 2715 1995 1525 1205 1805 1490 1255 7225 5015 3685 2820 2230

13.0 320 575 1065

NOTE: ASD Required Strength (Service Applied Load) (fiLLED, WINDI: (fiLLED, Other!:

NOMINAL SHEAR STRENGTH, PLF SPAN, FT 12.0 10.0 11.0 9.0 360 495 440 395

13.0 330

7.0 650

8.0 565

1020 1180 1325 1460 1590 1825 635

885 1045 1180 1310 1430 1655 545

780 920 1065 1185 1295 1510 475

825 955 1075 1185 1385 430

745 860 980 1090 1280 390

680 785 895 1000 1185 360

725 825 925 1105 330

1000 1180 1325 1460 1590 1825 615

865 1025 1180 1310 1430 1655 535

760 905 1050 1185 1295 1510 475

815 945 1070 1185 1385 430

740 855 975 1090 1280 390

680 785 895 1000 1185 360

725 825 925 1105 330

980 1165 1325 1460 1590 1825 5615

855 1020 1180 1310 1430 1655 5525

760 905 1050 1185 1295 1510 5455

815 945 1070 1185 1385 5400

740 855 975 1090 1280 5355

680 785 895 1000 1185 5320

725 825 925 1105 5285

5980 6165 6345 6530 6715 7080 3950

5845 6005 6165 6325 6485 6810 3860

5740 5885 6025 6170 6310 6595 3790

5785 5915 6040 6170 6430 3735

5705 5820 5940 6055 6290 3690

5640 5745 5855 5960 6175 3655

5680 5780 5880 6075 3620

4315 4500 4685 4865 5050 5415

4180 4340 4505 4665 4825 5145

4075 4220 4360 4505 4650 4935

4120 4250 4380 4505 4765

4040 4160 4275 4390 4625

3975 4080 4190 4295 4510

4015 4115 4215 4410

0.50 0.50 0.50

U (fiLLED, EOI: 3.25

n (filLED, WINDI: 3.25 Q

IFIUED, Other!: 3.25 I : I

K1 1.037 0.725 I 0.557 --···0.452 675 63Q_n~El_1__ 765 715 0.329 800 0.289 855 970 . 0.233 1035 305 285 1.037 0.725 0.557 0.452 675 630 0.381 715 0.329 765 800 0.289 855 970. 0.233 1035 285 1.037 305 0.725 0.557 0.452 675 630 0.381 765 715 0.329 855 800 0.289 970 * 0.233 1035 5260 5235 1.037 0.725 0.557 0.452 5625 5575 0.381 5715 5665 0.329 5810 5750 0.289 5990 5920 0.233 3595 3570 1.037 0.725 0.557 0.452 3960 3915 0.381 4055 4000 0.329 4145 4085 0.289 4330 4255 0.233 14.0 I 15.0 305 1 285

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE-LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTTON PUNCHED SIDE-LAPS.



TYPE OF DECK FASTENER NO FILL LAYOUT 1 1/2" X 6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in4 I ft

0.400 0.700 1.666

6.0 5000 7970 14820

NOMINAL SHEAR DUE TO PANEL 9.0 10.0 7.0 8.0 3670 2810 2220 1800 4480 3540 2870 5855 8335 6585 5335 10890

IBUCkling I: 0.80

Q

IBUCklingl: 2.00

BUCKLING (Sn), PLF I SPAN, FT 11.0 12.0 13.0 14.0 1485 1250 1065 915 2370 1990 1695 1460 4410 3705 3155 2720

15.0 800 1275 2370

NOTE: ASD Required Strength (Service Applied Load) !FILLED, EOI: 0.50 IWINDJ: 2.55 ¢> !FILLED, WINDJ: 0.50 Q IOtherl: 2.50 ¢> !FILLED, other!: 0.50 Q

Q

NOMINAL SHEAR STRENGTH, PLF SPAN, FT 10.0 7.0 8.0 9.0 175 235 200 160

11.0 145

12.0 130

450 535 610 675 735 835 225

395 475 550 615 675 775 200

345 430 500 560 620 720 175

390 455 515 570 670 160

355 420 475 530 625 145

325 390 440 490 585 130

445 535 610 675 735 835 225

390 475 550 615 675 775 200

345 430 500 560 620 720 175

390 455 515 570 670 160

355 420 475 530 625 145

325 390 440 490 585 130

445 535 610 675 735 835 5165

390 475 550 615 675 775 5135

345 430 500 560 620 720 5105

390 455 515 570 670 5085

355 420 475 530 625 5070

325 390 440 490 585 5055

5385 5495 5605 5715 5825 6045 3500

5325 5420 5515 5615 5710 5900 3470

5280 5365 5450 5535 5620 5790 3445

5320 5395 5470 5550 5700 3425

5280 5350 5420 5490 5630 3405

5250 5315 5375 5440 5570 3395

3720 3830 3940 4050 4160 4380

3660 3755 3855 3950 4045 4240

3615 3700 3785 3870 3955 4125

3655 3730 3810 3885 4040

3615 3685 3755 3825 3965

3585 3650 3715 3775 3905

n !FILLED, EOI: 5.25 n !FILLED, WINDJ: 5.25 il IFIUED, other!: 3.25

13.0 120

! K1

0.907 0.610 0.459 0.368 360 0.307 410 0.264 460 0.231 550. 0.185 120 0.907 0.610 0.459 0.368 360 0.307 410 0.264 460 0.231 550. 0.185 120 0.907 0.610 0.459 0.368 360 0.307 410 0.264 460 0.231 550 * 0.185 5045 0.907 0.610 0.459 0.368 5280 0.307 5340 0.264 5400 0.231 5520 0.185 3380 0.907 0.610 0.459 0.368 3620 0.307 3675 0.264 3735 0.231 3855 0.185

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER. OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE-LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTION PUNCHED SIDE-LAPS.

¢> IBuckli!lgl: 0.80 TYPE OF DECK FASTENER NO FILL LAYOUT 1 1/2" X 6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in 4 I ft 0.212 0.420 0.993

4.0 4755 8320 15395

n !Buckling!: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 6.0 7.0 5.0 8.0 9.0 10.0 11.0 12.0 3040 2110 1550 1185 935 760 625 525 5325 3695 2715 2080 1640 1330 1100 925 6840 5025 3850 3040 2460 2035 9855 1710

13.0 450 785 1455

NOTE: ASD Required Strength (Service Applied Load)



SIDE· LAP CONN./SPAN 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8

4.0 515 640 750 845 925 995 1055 1150 500 640 750 845 925 995 1055 1150 480 635 750 845 925 995 1055 1150 5455 5615 5770 5930 6090 6245 6405 6720 3790 3950 4105 4265 4425 4580 4740 5055

5.0 405 530 630 720 800 870 935 1040 390 520 630 720 800 870 935 1040 380 505 630 720 800 870 935 1040 5345 5470 5600 5725 5850 5980 6105 6360 3680 3805 3935 4060 4185 4315 4440 4695

6.0 330 435 540 620 695 765 830 940 320 425 530 620 695 765 830 940 315 425 530 620 695 765 830 940 5270 5375 5480 5590 5695 5800 5905 6115 3605 3715 3820 3925 4030 4135 4240 4450

n IEOI: 2.50

!FILLED, EOI: 0.50 n !FILLED, EOI: 3.25 !FILLED, WINDI: 0.50 n !FILLED, WINDI: 3.25 Q IOtherl: 2.50 !FILLED, otherl: 0.50 Q !FILLED, otherl: 3.25 Q IWINDI: 2.35





NOMINAL SHEAR STRENGTH, PLF SPAN, FT 7.0 8.0 9.0 10.0 240 210 190 280

11.0 175

460 545 615 680 740 850 270

395 475 550 610 670 775 240

350 425 495 555 610 710 210

380 445 505 555 655 * 190

345 405 460 510 605 175

455 545 615 680 740 850 270

395 475 550 610 670 775 240

350 425 495 555 610 710 210

380 445 505 555 655 * 190

345 405 460 510 605 175

455 545 615 680 740 850 5220

395 475 550 610 670 775 5180

350 425 495 555 610 710 5150

380 445 505 555 655 5125

5400 5490 5580 5670 5760 5940 3555

5340 5415 5495 5575 5655 5815 3515

5290 5360 5430 5500 5570 5710 3485

5315 5380 5440 5505 5630 3460

5275 5335 5390 5450 5565 3440

5245 5300 5350 5405 5510 3425

5270 5315 5365 5465 3410

3735 3825 3915 4005 4100 4280

3675 3755 3830 3910 3990 4150

3625 3695 3765 3835 3905 4050

3650 3715 3775 3840 3965

3615 3670 3730 3785 3900

3580 3635 3690 3740 3845

3605 3655 3700 3800

*

12.0 160

*

*

13.0 145

315 370 425 475 * 560 * 160

340 390 440 525 145

315 370 425 475 560 * 160

340 390 * 440 * 525 * 146

345 315 370 405 340 390 460 425 475. 440 510 605. 560 * 525 5105 5090 5075

* * *

* * *

K1 1.584 0.817 0.551 0.415 0.333 0.278 0.239 0.186 1.584 0.817 0.551 0.415 0.333 0.278 0.239 0.186 1.584 0.817 0.551 0.415 0.333 0.278 0.239 0.186 1.584 0.817 0.551 0.415 0.333 0.278 0.239 0.186 1.584 0.817 0.551 0.415 0.333 0.278 0.239 0.186

• NOMINAl SHEAR SHOWN ABOVE MAY BE liMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE·lAP CONNECTIONS AND SHAll NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE·lAP CONNECTIONS. WHEN FillED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE·LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTION PUNCHED SIDE·lAPS.

TYPE OF DECK FASTENER LAYOUT NO FILL 1 1/2" X 6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in 4 /H 0.165 0.338 0.797

4.0 3405 6115 11290

IBuckllngl: 0.80

n IBucklingl: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Snl· PLF I SPAN, FT 7.0 8.0 9.0 10.0 11.0 12.0 5.0 6.0 670 545 450 375 1110 850 2180 1515 975 805 675 3910 2715 1995 1525 1205 1255 7225 5015 3685 2820 2230 1805 1490

13.0 320 575 1065

NOTE: ASD Required Strength (Service Applied load) lotherl: 0.65



SIDE·LAP CONN./SPAN 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8

5.0 590 780 935 1075 1200 1305 1400 1550 580 780 935 1075 1200 1305 1400 1550 550 755 935 1075 1200 1305 1400 1550 5535 5740 5945 6150 6350 6555 6760 7165 3875 4075 4280 4485 4685 4890 5095 5500

6.0 485 655 805 930 1050 1155 1250 1410 475 640 805 930 1050 1155 1250 1410 455 625 795 930 1050 1155 1250 1410 5430 5600 5770 5940 6110 6280 6450 6790

3no 3935 4105 4275 4445 4615 4785 5125

7.0 410

n IEOI: 2.50

!FILLED, EOI: 0.50 n !FILLED, EOI: 5.25 !FILLED, WINDI: 0.50 n !FILLED, WINDI: 5.25 n lotherl: 2.50 !FILLED, Otherl: 0.50 n !FILLED, otherl: 5.25

n IWINDI: 2.55





NOMINAL SHEAR STRENGTH, PLF SPAN, FT 8.0 9.0 10.0 11.0 355 310 275 250

12.0 230

13.0 210

14.0 195

700 820 930 1030 1125 1290 400

610 730 835 930 1020 1180 340

535 650 750 840 930 1085 305

580 685 770 850 1000 275

525 620 710 785 925 250

485 565 650 725 860 230

525 600 675 805 210

485 560 630 755 195

690 820 930 1030 1125 1290 390

595 725 835 930 1020 1180 340

530 645 750 840 930 1085 305

580 680 770 850 1000 275

525 620 710 785 925 250

485 565 650 725 860 230

525 600 675 805 210

485 560 630 755 * 195

680 820 930 1030 1125 1290 5355

595 725 835 930 1020 1180 5300

530 645 750 840 930 1085 5255

580 680 770 850 1000 5220

525 620 710 785 925 5190

485 565 650 725 860 5170

525 600 675 805 5150

485 560 630 755 5130

5645 5790 5940 6085 6230 6520 3690

5555 5680 5810 5935 6065 6315 3635

5480 5595 5710 5820 5935 6160 3590

5525 5630 5730 5830 6035 3555

5470 5560 5655 5745 5930 3530

5420 5505 5590 5675 5845 3505

5460 5540 5615 5775 3485

5420 5495 5565 5710 3465

3985 4130 4275 4420 4565 4855

3890 4020 4145 4270 4400 4655

3820 3930 4045 4155 4270 4495

3860 3965 4065 4170 4370

3805 3900 3990 4085 4270

3760 3845 3930 4015 4185

3795 3875 3955 4110

3755 3830 3905 4050

*

*

K1 2.008 1.036 0.698 0.526 0.423 0.353 0.303 0.236 2.008 1.036 0.698 0.526 0.423 0.353 0.303 0.236 2.008 1.036 0.698 0.526 0.423 0.353 0.303 0.236 2.008 1.036 0.698 0.526 0.423 0.353 0.303 0.236 2.008 1.036 0.698 0.526 0.423 0.353 0.303 0.236

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER. OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE-LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTION PUNCHED SIDE-LAPS.

TYPE OF DECK NO FILL

FASTENER LAYOUT

1 1/2" X 6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in 4 I

ft

0.308 0.560 1.324

NOMINAL SHEAR DUE TO PANEL 5.0 6.0 7.0 8.0 9.0 4970 3450 2535 1940 1530 8155 5665 4160 3185 2515 15090 10480 7700 5895 4655

IBucklingl: 0.80

n IBucklingl: 2.00

BUCKLING (Sn), PLF I SPAN, FT 10.0 11.0 12.0 13.0 1240 1025 860 735 2035 1685 1415 1205 3770 3115 2620 2230

14.0 630 1040 1925

NOTE: ASD Required Strength (Service Applied load} (EO or WIND) x Nominal Shear Strength, (Buckling) x Nominal Bu~kling Strength Snl

AV·114

September 2004

COMPOSITE DECK t =design thickness =0.0295" SUPPORT FASTENING: Pneutek SDK61·series 10.115" to 0.155" support steel! SIDE·lAP FASTENING: #10 screws TYPE OF FILL

1 1/2" X 6" NO FILL

FASTENER LAYOUT

36/4

(BARE DECK)

2" X 12" NO FILL

36/4

(BARE DECK)

3" X 12" NO FILL

36/4

(BARE DECK)

2 1/2" NW CONC.

36/4

(ABOVE DECK)

2 1/2" LW CONC.

36/4

(ABOVE DECK)

SIDE·LAP CONN./SPAN 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8 0 1 2 3 4 5 6 8

4.0 530 655 765 860 945 1015 1075 1175 515 655 765 860 945 1015 1075 1175 490 650 765 860 945 1015 1075 1175 5470 5630 5785 5945 6105 6260 6420 6735 3805 3965 4125 4280 4440 4600 4755 5075

5.0 415 540 640 730 810 885 950 1060 405 530 640 730 810 885 950 1060 390 520 640 730 810 885 950 1060 5355 5485 5610 5735 5865 5990 6115 6370 3695 3820 3945 4075 4200 4325 4455 4705

6.0 340 445 550 630 710 780 845 955 330 435 540 630 710 780 845 955 325 430 540 630 710 780 845 955 5280 5385 5495 5600 5705 5810 5915 6125 3620 3725 3830 3935 4040 4145 4250 4460

IEOI: 0.65 IWINDI: 0.70 lotherl: 0.65



~l

IEOI: 2.50

!FILLED, EOI: 0.50 !FILLED, WINDI: 0.50 n IOtherl: 2.50 !FILLED, Otherl: 0.50 Q IWINDI: 2.35

NOMINAL SHEAR STRENGTH, PLF SPAN, fT 7.0 8.0 9.0 10.0 245 285 220 195 465 555 625 690 755 865 280

405 485 560 620 680 785 245

360 430 500 560 615 720 220

460 550 625 690 755 865 280

405 480 560 620 680 785 245

360 430 500 560 615 720 220

460 550 625 690 755 865 5230

405 480 560 620 680 785 5185

360 430 500 560 615 720 5155

5410 5500 5590 5680 5770 5950 3565

5345 5425 5505 5585 5660 5820 3525

5295 5365 5435 5510 5580 5720 3490

3745 3835 3925 4015 4105 4290

3680 3760 3840 3920 4000 4155

3635 3705 3775 3845 3915 4055

H !FILLED, EOI: 3.25





~l

!FILLED, Otherl: 3.25

K1 1.901 0.894 0.585 385 350 320 0.434 450 410 375 345 0.345 395 * 0.287 510 465 425 520 * 480 * 445 * 0.245 565 660 * 610 * 565 * 530 * 0.190 180 150 1.901 195 165 0.894 0.585 385 350 320 0.434 450 410 375 345 0.345 395 * 0.287 465 425 510 520 * 480 * 445 * 0.245 565 660 * 610 * 565 * 530 * 0.190 195 180 165 150 1.901 0.894 0.585 320 0.434 385 350 450 410 375 345 0.345 395. 0.287 465 425 510 520. 480 * 445. 0.245 565 660 * 610. 565 530 * 0.190 5130 5110 5095 5080 1.901 0.894 0.585 5320 5285 5250 0.434 5385 5340 5305 5275 0.345 5445 5400 5355 5320 0.287 5510 5455 5410 5370 0.245 5635 5570 5515 5470 0.190 3465 3445 3430 3415 1.901 0.894 0.585 ----3655 3620 3590 0.434 3722_ - 3675 3640 3610 0.345 - - - - r----- ------3785 3735 3695 3660 0.287 3845 3790 3745 3705 0.245 3975 3905 3850 3805 0.190 11.0 180

12.0 165

n !FILLED, WIND I: 3.25

13.0 150

~-~-

-~~-

* NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHAll NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FILLED DIAPHRAGMS ARE USED. IT MAY BE NECESSARY TO INCREASE THE NUMBER. OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SlOE-LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUnON PUNCHED SIDE-LAPS.



TYPE OF DECK FASTENER LAYOUT NO FILL 1 1/2" X 6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in4/ H 0.165 0.338 0.797

4.0 3405 6115 11290

n IBUCklingl: 2.00

IBUCklingl: 0.80

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN. FT 9.0 5.0 6.0 7.0 8.0 10.0 11.0 12.0 I 13.0 670 1110 545 ' 450 1515 850 2180 375 1 320 975 3910 2715 1995 1525 1205 805 I 675 l 575 7225 5015 3685 2820 2230 1805 1490 1255 I 1065

s.

NOTE: ASD Required Strength (Service Applied Load)

NOMINAL SHEAR STRENGTH, PLF SPAN, FT 8.0 9.0 10.0 11.0 275 390 345 305

745 870 985 1090 1185 1360 440

645 775 880 975 1070 1240 380

570 685 790 885 970 1135

505

730 870 985 1090 1185 1360 430

675 845 990 1115 1225 1325 1500 5485

5655 5825 5995 6165 6335 6505 6845 3825 3995 4165 4335 4500 4670 4840 5180

!FILLED, EOI: 0.50 U !FilLED, EOI: 3.25 !FILLED, WIND!: 0.50 !l !FILLED, WIND!: 3.25 !FILLED, other!: 0.50 n !FILLED, otherl: 3.25

12.0 250

13.0 235

335

610 710 805 890 1045 305

555 645 740 820 965 275

505 590 675 760 895 250

545 625 705 835 235

635 760 880 975 1070 1240 380

560 675 790 885 970 1135 335

610 710 805 890 1045 305

555 645 740 820 965 275

505 590 675 760 895 250

545 625 705 835

725 870 985 1090 1185 1360

635 760 880 975 1070 1240

610 710 805 890 1045

555 645 740 820 965

505 590 675 760 895

5405

5340

560 675 790 885 970 1135 5295

5255

5220

5195

545 625 705 835 5175

5695 5840 5985 6130 6275 6565 3740

5595 5725 5850 5980 6105 6360 3680

5520 5630 5745 5860 5970 6200 3630

5560 5660 5765 5865 6070 3590

5500 5590 5685 5780 5965 3560

5450 5535 5620 5705 5875 3530

5485 5565 5645 5800 3510

4030 4175 4320 4465 4615 4905

3930 4060 4185 4315 4440 4695

3855 3970 4080 4195 4310 4535

3895 3995 4100 4200 4405

3835 3930 4020 4115 4300

3785 3870 3955 4040 4210

3825 3900 3980 4135

235

K1 2.409 1.134 0.741 0.551 505 0.438 580 0.364 650 0.311 785. 0.241 215 2.409 1.134 0.741 0.551 505 0.438 580 0.364 650 0.311 785. 0.241 215 2.409 1.134 0.741 0.551 505 0.438 580 0.364 650 0.311 785. 0.241 5155 2.409 1.134 0.741 0.551 5445 0.438 5520 0.364 5590 0.311 5735 0.241 3490 2.409 1.134 0.741 0.551 3780 0.438 3855 0.364 3925 0.311 4070 0.241 14.0 215

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHAll NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FillED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE·LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTION PUNCHED SIDE-lAPS.



TYPE OF DECK NO FILL

FASTENER LAYOUT

36/4 1 1/2" X 6" 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in4 /H 0.308 0.56 1.324

IBtallngl: 0.80

n IBICkllngl: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 10.0 11.0 5.0 6.0 7.0 8.0 9.0 12.0 13.0 4970 3450 2535 1940 1530 1240 1025 735 860 8155 5665 4160 3185 2515 2035 1685 1415 1205 15090 10480 7700 5895 4655 3770 3115 2620 2230

14.0 630 1040 1925

NOTE: ASD Required Strength (Service Applied load) !FILLED, other!: 0.50 H !FILLED, other!: 3.25



NOMINAL SHEAR STRENGTH, PLF SPAN, FT 7.0 8.0 9.0 10.0 245 320 275 220

11.0 200

12.0 185

370 430 485 545 640

13.0 170

K1

500 590 665 735 800 915

435 515 590 660 720 830

385 455 525 595 650 760

410 475 535 595 695

315

275

245

220

200

340 395 445 500 595 185

495 585 665 735 800 915

435 510 590 660 720 830

385 455 525 595 650 760

410 475 535 595 695

370 430 485 545 640

340 395 445 500 595

315

275

245

220

200

186

495 585 665 735 800 915

435 510 590 660 720 830

410 475 535 595 695.

370 430 485 545 * 640.

340 395 365 445 * ~410 * 500 * 460. 595 * 555 *

5265

5220

385 455 525 595 650 760 5185

5160

5135

5115

5100

5450 5540 5630 5720 5810 5990 3605

5380 5460 5540 5615 5695 5855

5325 5395 5470 5540 5610 5750

5350 5410 5475 5540 5665

5310 5365 5425 5480 5595

5275 5325 5380 5430 5540

5295 5345 5390 5490

3560

3520

3495

3470

3450

3435

3785 3875 3965 4055 4145 4325

3715 3795 3875 3955 4035 4190

3665 3735 3805 3875 3945 4085

3685 3750 3810 3875 4000

3645 3700 3760 3815 3930

3610 3665 _, ___ 3715 3770 3875

*

*

* *

* *

365 410 460 555

* * *

* * *

170

365 410 * 460 * 555 * 1:70

* *

*

-- --------

3630 3680 3730 3825

---·----

1.901 0.894 0.585 0.434 0.345 0.287 0.245 0.190 1.901 0.894 0.585 0.434 0.345 0.287 0.245 0.190 1.901 0.894 0.585 -0.434 0.345 ---0.287 0.245 0.190 1.901 0.894 0.585 0.434 0.345 0.287 0.245 0.190 1.901 0.894 0.585 ---··0.434 0.345 ----0.287 0.245 0.190

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FILLED DIAPHRAGMS ARE USED. IT MAY BE NECESSARY TO INCREASE THE NUMBER. OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE-LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTION PUNCHED SIDE-LAPS.



TYPE OF DECK FASTENER LAYOUT NO FILL 11/2"x6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I

in 4 /H

4.0

0.165 0.338 0.797

3405 6115 11290

IB!dlilgl: 0.80

n IBIKkliagl: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn). PLF I SPAN, FT 8.0 9.0 10.0 7.0 11.0 5.0 6.0 12.0

2180 3910 7225

1515 2715 5015

1110 1995 3685

850 1525 2820

670 1205 2230

545 975 1805

450 805 1490

375 675 1255

13.0

320 575 1065

NOTE: ASD Required Strength (Service Applied load) lotherl: 0.65 n lotherl: 2.50



!FILLED, EOI: 0.50 n !FILLED, EOI: 3.25 !FILLED, WIND!: 0.50 n !FILLED, WIND!: 3.25 !FILLED, other!: 0.50 n !FILLED, Other!: 3.25



NOMINAL SHEAR STRENGTH, PLF SPAN,FT 8.0 9.0 10.0 11.0 310 280 400 350

12.0 255

755 880 995 1100 1200 1375 450

655 780 885 985 1080 1250 385

575 690 800 895 980 1145 345

615 715 815 895 1050 310

560 650 745 825 975 280

510 595 680 765 905 255

740 880 995 1100 1200 1375 440

640 765 885 985 1080 1250 385

570 680 795 895 980 1145 345

615 715 815 895 1050 310

560 650 745 825 975 280

510 595 680 765 905 255

730 875 995 1100 1200 1375 5415

640 765 885 985 1080 1250

615 715 815 895 1050 5260

560 650 745 825 975 5230

510 595 680 765 905

5350

570 680 795 895 980 1145 5300

5200

3835

5705 5850 5995 6140 6285 6575 3750

5605 5730 5860 5985 6115 6365 3685

5525 5640 5755 5865 5980 6205 3635

5565 5670 5770 5870 6075 3595

5505 5600 5690 5785 5970 3565

5455 5540 5625 5710 5880 3535

4005 4175 4345 4515 4680 4850 5190

4040 4185 4330 4475 4620 4915

3940 4070 4195 4320 4450 4705

3865 3975 4090 4200 4315 4540

3900 4005 4105 4205 4410

3840 3935 4025 4120 4305

3790 3875 3960 4045 4215

K1 2.409 1.134 0.741 0.551 510 0.438 550 630 585 0.364 705 655 0.311 845. 790. 0.241 235 220 2.409 1.134 0.741 0.551 510 0.438 550 630 585 0.364 705 655 0.311 790. 0.241 845 236 220 2.409 1.134 0.741 0.551 550 510 0.438 585 0.364 630 705 655 0.311 790 * 0.241 845 5180 5160 2.409 1.134 0.741 0.551 5490 5450 0.438 5570 5520 0.364 5650 5595 0.311 5805 5740 0.241 3515 3495 2.409 1.134 0.741 0.551 3830 3785 0.438 3905 3860 0.364 3985 3930 0.311 4140 4075 0.241 13.0 235

14.0 220

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FILLED DIAPHRAGMS ARE USED. IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE-LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTTON PUNCHED SIDE-LAPS.

TYPE OF DECK FASTENER LAYOUT NO FILL 36/4 1 1/2" X 6" 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in 4 I f1

0.308 0.56 1.324

lllekllngl: 0.80

Q IBIIallagl: 2.00

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 10.0 11.0 12.0 5.0 6.0 8.0 9.0 13.0 7.0 4970 3450 2535 1940 1530 1240 1025 860 735 1205 8155 5665 4160 3185 2515 2035 1685 1415 15090 10480 7700 5895 4655 3770 3115 2620 2230

14.0 630 1040 1925

NOTE: ASD Required Slrenglh (Service Applied Load)

6.0

505 635 765 870 965 1055 1140 1295 490 620 745 870 965 1055 1140 1295 480 610 735 865 965 1055 1140 1295 5460 5590 5715 5845 5975 6100 6230 6485 3795 3925 4055 4180 4310 4435 4565 4820

Q !EOI:

2.50 !WINDI: 2.35 u !otherl: 2.50 Q



TYPE OF DECK FASTENER NO FILL LAYOUT 11/2"x6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I in 4

I ft

0.400 0.700 1.666

6.0 5000 7970 14820

NOMINAL SHEAR DUE TO PANEL 7.0 8.0 9.0 10.0 3670 2810 2220 1800 5855 4480 3540 2870 10890 8335 6585 5335

IBucklingl: 0.80

Q IBUCklingl: 2.00

BUCKLING (Sn), PLF I SPAN, FT 11.0 12.0 13.0 14.0 1485 1250 1065 915 2370 1990 1695 1460 4410 3705 3155 2720

15.0 800 1275 2370

NOTE: ASD Required Strength (Service Applied Load) lotherl: 0.65

n IEOI: 2.50





Q IWINDI: 2.55 Q lotherl: 2.50

!FILLED, EQI: 0.50 IFIWD, WINDI: 0.50 !FILLED, otherl: 0.50

n !FILLED, EOI: 3.25





Q !FILLED, WINDI: 3.25 Q !FILLED, otllerl: 3.25

NOMINAL SHEAR STRENGTH, PLF SPAN, FT 7.0 8.0 9.0 10.0 280 210 240 190

11.0 .175

12.0 160

13.0 145

460 545 615 680 745 850 275

400 475 550 610 670 775 240

355 425 495 555 610 710 210

380 445 505 555 655.

315 370 425 475. 560. 160

340 390. 440. 525.

190

345 405 460 515 605 * 175

455 545 615 680 745 850 275

395 475 550 610 670 775 240

355 425 495 555 610 710 210

380 445 505 555 655.

345 405 460 515 605

190

175

315 370 425 475. 560 * 160

340 390. 440. 525. 145

455 545 615 680 745 850 5220

395 475 550 610 670 775 5180

355 425 495 555 610 710 5150

5400 5490 5580 5670 5765 5945 3555

5340 5420 5495 5575 5655 5815 3515

5290 5360 5430 5500 5570 5715

3735 3825 3920 4010 4100 4280

3675 3755 3835 3910 3990 4150

*

145

345 315 380 445 340 405 370 390. 460 425 505 475. 440. 515 555 655. 605. 560. 525. 5125 5105 5090 5075

3485

5315 5380 5440 5505 5630 3460

5280 5335 5395 5450 5565 3440

5245 5300 5350 5405 5510 3425

5270 5320 5365 5465 3410

3625 3695 3765 3840 3910 4050

3650 3715 3780 3840 3970

3615 3670 3730 3785 3900

3585 3635 3690 3740 3845

3605 3655 3705 3800

K1 0.792 0.539 0.409 0.329 0.275 0.237 0.208 0.167 0.792 0.539 0.409 0.329 0.275 0.237 0.208 0.167 0.792 0.539 0.409 0.329 0.275 0.237 0.208 0.167 0.792 0.539 0.409 0.329 0.275 0.237 0.208 0.167 0.792 0.539 0.409 0.329 0.275 0.237 0.208 0.167

• NOMINAL SHEAR SHOWN ABOVE MAY BE LIMITED BY SHEAR BUCKLING. SEE TABLE BELOW. THE SHADED VALUES DO NOT COMPLY WITH THE MINIMUM SPACING REQUIREMENTS FOR SIDE-LAP CONNECTIONS AND SHALL NOT BE USED EXCEPT WITH PROPERLY SPACED SIDE-LAP CONNECTIONS. WHEN FILLED DIAPHRAGMS ARE USED, IT MAY BE NECESSARY TO INCREASE THE NUMBER, OR STRENGTH, OF THE PERIMETER CONNECTIONS TO DEVELOP THE VALUES SHOWN IN THE TABLE. CHECK SECTION 5.4. REFER TO THE 0 SIDE-LAP CONNECTION ROWS FOR DESIGN SHEAR OF DIAPHRAGMS WITH BUTTON PUNCHED SIDE-LAPS.

TYPE OF DECK NO FILL

FASTENER LAYOUT

1 1/2" X 6" 36/4 2" X 12" 24/3 & 36/4 3" X 12" 24/3 & 36/4

I

in4 /H 0.165 0.338 0.797

4.0 3405 6115 11290

n !Bdlagl: 2.00

(BDJilgl: 0.80

NOMINAL SHEAR DUE TO PANEL BUCKLING (Sn), PLF I SPAN, FT 8.0 9.0 10.0 11.0 12.0 5.0 6.0 7.0

2180 3910 7225

1515 2715 5015

1110 1995 3685

850 1525 2820

670 1205 2230

545 975 1805

450 805 1490

375 675 1255

13.0

320 575 1065

NOTE: ASD Required Strength (Service Applied load)