icc-es evaluation report esr-2197*

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2011 of 27

*Corrected May 2011

ICC-ES Evaluation Report ESR-2197* Reissued December 1, 2010

This report is subject to renewal in two years.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 05 00 00—METALS Section: 05 05 23—Metal Fastenings Section: 05 31 00—Steel Decking

REPORT HOLDER:

HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com/decking [email protected] EVALUATION SUBJECT: BARE STEEL DECK AND CONCRETE-FILLED STEEL DECK DIAPHRAGMS ATTACHED WITH HILTI X-ENP-19 L15, X-EDN19 THQ12, OR X-EDNK22 THQ12 FASTENERS 1.0 EVALUATION SCOPE

Compliance with the following codes:

2009 International Building Code® (2009 IBC)

2006 International Building Code® (2006 IBC)*

*The code indicated with an asterisk is addressed in Section 8.0

Property evaluated:

Structural

2.0 USES

Hilti X-ENP-19 L15, X-EDN19 THQ12 and X-EDNK22 THQ12 fasteners are used for the attachment of bare steel deck and concrete-filled steel deck diaphragms to structural steel members.

3.0 DESCRIPTION

3.1 Power-driven Fasteners:

The Hilti fasteners are manufactured from hardened carbon steel with an electroplated zinc coating conforming to ASTM B 633-07, SC 1, Type III.

The X-ENP-19 L15 fasteners are 0.937 inch (23.8 mm) long with a 0.177-inch-diameter (4.5 mm) knurled, tapered shank fitted with two 0.590-inch-diameter (15.0 mm) steel cupped washers. The X-ENP-19 L15 fasteners have a flattened head design to accept a sealing cap.

The X-EDN19 THQ12 and X-EDNK22 THQ12 fasteners are, respectively, 0.827 inch (21.0 mm) and 0.960 inch (24.4 mm) long. Both fasteners have a dome-style head, a 0.472-inch-diameter (12.0 mm) steel flat washer and a steel top hat washer. See Table 1 for fastener drawings.

3.2 Steel Deck Panels:

The steel deck panels must have nominally 11/2-, 2- or 3-inch-deep (38, 51 and 76 mm) flutes. The 11/2-inch-deep (38 mm) panels must have a width of 36 inches (914 mm) with the flutes spaced 6 inches (152 mm) on center, and the sidelaps must be a nestable-type or a standing seam, interlocking-type. The 2-inch-deep (51 mm) panels must have a width of 36 inches (914 mm), with the flutes spaced 12 inches (305 mm) on center and standing seam, interlocking type sidelaps. The 3-inch-deep (76 mm) panels must have widths of 24 or 36 inches (610 and 914 mm), with flutes spaced 8 or 12 inches (203 and 305 mm) on center, respectively, and nestable-type or standing seam, interlocking-type sidelaps. The 11/2-inch-deep (38 mm) steel deck panels must have minimum base-steel, thicknesses of 0.0598, 0.0474, 0.0358 or 0.0295 inch (1.52, 1.19, 0.91 or 0.76 mm) [ 59, 47, 35 or 29 mils (No. 16, 18, 20 or 22 gage)]. The 2-inch-deep (51 mm) steel deck panels must have minimum base-steel thicknesses of 0.0598, 0.0474, 0.0418 or 0.0358 inch (1.52, 1.19, 1.06 or 0.91 mm) [59, 47, 41 or 35 mils (No. 16, 18, 19 or 20 gage)] . The 3-inch-deep (76 mm) steel deck panels must have minimum base-steel thicknesses of 0.0478, 0.0418, 0.0359 or 0.0299 inch (1.21, 1.06, 0.91 or 0.76 mm) [47, 41, 35 or 29 mils (No. 18, 19, 20 or 22 gage)]. Steel deck panels must conform to the requirements of ASTM A 653 SS, Grade 33. Galvanizing must be in accordance with the minimum G60 designation. For steel deck panels installed without concrete fill, the panels may also be painted or phosphatized steel complying with ASTM A 1008-10 SS, Grade 33 (minimum). Steel decks must have deck embossments or indentations for positive interlock with concrete fill.

3.3 Concrete Fill:

The structural concrete fill is either normal-weight or structural sand lightweight, with a minimum 28-day compressive strength, f′c, of 3,000 psi (20.7 MPa), and a minimum thickness above the deck of 2 inches (51 mm). Structural normal-weight concrete fill must contain aggregate complying with ASTM C 33, and have a minimum unit weight of 145 pounds per cubic foot (2323 kg/m3). Structural sand lightweight concrete fill must contain aggregate complying with ASTM C 33 and ASTM C 330 and have a minimum unit weight of 110 pounds per cubic foot (1782 kg/m3).

3.4 Reinforcement:

Steel welded plain wire reinforcement, in accordance with Section 1907.12 of the IBC, must be placed in concrete-filled diaphragms for temperature and shrinkage control. Steel welded plain wire reinforcement must consist of plain

ESR-2197 | Most Widely Accepted and Trusted of 27

wires conforming to ASTM A 82-07 fabricated into sheets in accordance with ASTM A 185-07, and be embedded 1 inch (25.4 mm) from the top surface of the concrete slab. Table 19 provides the minimum welded wire reinforcement for allowable concrete-filled diaphragm shears.

3.5 Shear Connectors:

Concrete fill must be positively interlocked to the steel deck below by means of deck embossments, indentations or mechanical anchorages for concrete-filled diaphragms. Shear connectors (studs) must be made of ASTM A 108-07 cold-drawn steel and comply as Type B with specifications of the American Welding Society (AWS) Structural Welding Code—Steel, AWS D1.1.

Studs must be 1/2-, 5/8- or 3/4-inch-diameter (12.7, 15.9 or

19.1 mm) Type B studs with lengths as shown in Table 20. Shear connectors must be installed in accordance with the AISC 360 and AWS D1.1 referenced in Section 2205 of the IBC, with center-to-center spacing not exceeding 36 inches (914 mm). Studs at shear transfer points within the diaphragm or at perimeters must be spaced as required in Table 17 or 18. Shear connectors may substitute for Hilti fasteners where their locations coincide.

3.6 Sealing Cap:

The Hilti SDK2 sealing cap is made from SAE 316 stainless steel with a neoprene washer, and is intended to be installed over the head of the X-ENP-19 L15 fastener. Figure 6 depicts the Hilti SDK2 sealing cap.

3.7 Sidelap Screws:

The screws for steel deck panel sidelap connections must be minimum No. 10 by 3/4-inch-long (19.1 mm), HWH OR HHWH, self-drilling steel screws conforming to ASTM C 1513-10 requirements and manufactured by Hilti, Inc. These fasteners are recognized in ICC-ES evaluation report ESR-2196.

3.8 Supports:

Structural steel supports must consist of minimum ASTM A 36 steel with a base-metal thickness greater than or equal to 1/4 inch (6.4 mm) for the X-ENP-19 L15 fastener; from greater than or equal to 3/16 inch (4.8 mm) to less than or equal to 3/8 inch (9.5 mm) for the X-EDN19 THQ12 fastener; and from greater than or equal to 1/8 inch (3.2 mm) to less than or equal to 1/4 inch (6.4 mm) for the X-EDNK22 THQ12 fastener.

4.0 DESIGN AND INSTALLATION

4.1 Design:

Design information for steel deck panels attached to structural steel supports with Hilti X-ENP-19 L15, X-EDN19-THQ12, and/or X-EDNK22-THQ12, fasteners is found in the tables of this report. Table 1 provides guidance for determining the proper fastener. The required number and placement of fasteners for various spans with allowable diaphragm shears, q, and flexibility factors, F, are shown in Tables 2 through 8 for bare-steel deck diaphragms, and in Tables 10 through 15 for concrete-filled steel deck diaphragms. Nominal shear and flexibility factors for fasteners are provided in Table 21. Allowable uplift loads for fasteners must be the lower of the allowable pullout or pullover strength provided in Tables 22 and 23. The notes after Table 23 describe additional design requirements and limitations. Horizontal distribution of earthquake loads must be established in accordance with Section 12.8.4 of ASCE 7 and diaphragm design forces must be determined in accordance with Section 12.10.1.1 of ASCE 7. The analysis must determine whether the diaphragm is rigid or flexible in accordance with Section

1604.4 of the IBC and Section 12.3 of ASCE 7. The diaphragm design must comply with the requirements in Section 12.3 of ASCE 7. Diaphragm flexibility limitations are shown in Table 24. Varying deck gage and/or connections across a diaphragm is permitted, provided the configuration meets varying shear and flexibility demands. Allowable diaphragm shear values in Tables 2 through 8 are for diaphragms described in this report subjected to earthquake loads or subjected to load combinations which include earthquake loads. Allowable diaphragm shear values found in Tables 2 through 8 must also be limited to the respective ASD (qa) and LRFD (qf) buckling diaphragm capacities found in Table 9. The diaphragm shear in the tables may be increased for other applications as follows:

DESIGN METHOD

FOR

MULTIPLY DIAPHRAGM SHEARS IN TABLE BY1

ASD Diaphragms subjected to wind loads or load combinations which include wind loads

1.06

ASD Diaphragms subject to all other load combinations

1.00

LRFD

Diaphragms subjected to earthquake loads or load combinations which include earthquake loads

1.63

LRFD Diaphragms subjected to wind loads or load combinations which include wind loads

1.75

LRFD Diaphragms subject to all other load combinations

1.63

LRFD Concrete-filled diaphragms subjected to wind, earthquake or other load combinations

1.63

1Conversion factors determined from Table D5, North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 edition, (AISI S100).

Allowable strength design (ASD) diaphragm capacities in Tables 10 through 15 are for concrete-filled steel deck diaphragms subjected to earthquake loads or subjected to load combinations which include earthquake loads. For LRFD diaphragm capacities, the tabulated “q” value must be multiplied by 1.63.

4.2 Installation:

Fastener selection must be in accordance with Table 1. Figures and tables are summarized in the table of contents that appears following the text of this report. Standing seam interlocking-type sidelaps must be well engaged, and the button- punching sharp and deep. Button-punching sidelaps must be spaced at 12, 8 or 6 inches (305, 203 or 152 mm) on center for bare-steel deck diaphragms, and not more than 36 inches (914 mm) for concrete-filled steel deck diaphragms. The coating of the outer protruding nose of the punched lap should be “starred,” indicating a near-penetration of the button punching tool.

5.0 CONDITIONS OF USE

The Steel Deck and Concrete-Filled Steel Deck Diaphragms Attached with Hilti X-ENP-19 L15, X-EDN19 THQ12, or X-EDNK 22 THQ12 Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 The fasteners are manufactured, identified and installed in accordance with this report, the manufacturer’s instructions and the approved plans. If there is a conflict, this report governs.

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5.2 Steel deck and concrete-filled steel deck diaphragm construction must comply with this report.

5.3 Allowable diaphragm shears and flexibility factors must comply with Tables 2 through 24 of this report.

5.4 Adjustment for duration of load must be limited to that described in Section 4.1.

5.5 Allowable vertical loads must be limited by the deck section properties and allowable stresses for the specific deck. Composite design values are beyond the scope of this report.

5.6 Calculations demonstrating that the applied loads do not exceed the capacities in this report must be submitted to the code official for approval. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

5.7 Steel deck diaphragms may be zoned by varying steel deck panel gage and/or connections across a diaphragm to meet varying shear and flexibility demands.

5.8 Hilti fasteners may be used for attachment of steel deck roof and floor systems temporarily exposed to the exterior during construction prior to application of a built-up roof covering system or concrete-fill. The fasteners on permanently exposed steel deck roof coverings must be covered with a corrosion-resistant paint or sealant. As an alternate to applying a corrosion-resistant paint or sealant to the X-ENP-19 L15 fasteners, these fasteners may be used in

conjunction with the SDK2 Stainless Steel Sealing Caps, described in Section 3.6 of this report, on permanently exposed steel deck roof coverings. For permanently exposed steel deck roof covering installations, the roof covering system’s compliance with Chapter 15 of the code must be justified to the satisfaction of the code official.

6.0 EVIDENCE SUBMITTED

Data in accordance with the ICC-ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43), dated October 2010.

7.0 IDENTIFICATION

The Hilti X-ENP-19 L15, X-EDN19 THQ12 and X-EDNK22 THQ12 fasteners are identified by an “H” stamped on the fastener head. Fasteners are packaged in containers noting the fastener type, the Hilti, Inc., name and address, and the evaluation report number (ESR-2197).

8.0 OTHER CODES

In addition to the code referenced in Section 1.0, the products described in this report were evaluated for compliance with the requirements of the 2006 International Building Code® (2006 IBC). The products comply with the 2006 IBC just as described in Sections 2.0 through 7.0, except the following modifications must be made to Section 4.1:

Conversion factors in Section 4.1 of this report were determined from Table D5 in the 2004 Supplement to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 edition.


TABLE OF CONTENTS PAGE

Table 1 – Frame Fastener Selector Guide. 5

Tables 2 and 3 – Allowable diaphragm shears, q, and flexibility factors, F, for standard 11/2 inch deep, 6 inches center-to-center steel deck diaphragms installed with Hilti X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners with end and interior support fastener patterns as follows: 36/5, 36/7, 36/9 and 36/11 and screwed sidelaps. 6 and 7

Table 4 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 11/2 inch deep, 6 inches center-to-center steel deck diaphragms installed with Hilti X-ENP-19 L15 fasteners with end and interior support fastener patterns as follows: 36/7, 36/9, and 36/11 and screwed sidelaps. 8

Table 5 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 11/2 inch deep, 6 inches center-to-center steel deck diaphragms installed with Hilti X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners with end and interior support fastener patterns as follows: 36/7, 36/9, and 36/11 and button punch sidelaps. 9

Table 6 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 11/2 inch deep, 6 inches center-to-center steel deck diaphragms installed with Hilti X-ENP-19 L15 fasteners with end and interior support fastener patterns as follows: 36/7 and button punch sidelaps. 10

Table 7 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 3 inch deep, 8 inches center-to-center steel deck diaphragms installed with Hilti X-ENP-19 L15 fasteners with end and interior support fastener pattern as follows: 24/4 and screwed sidelaps. 11

Table 8 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 3 inch deep, 8 inches center-to-center steel deck diaphragms installed with Hilti X-ENP-19 L15 fasteners with end and interior support fastener pattern as follows: 24/4 and button punch sidelaps. 12

Table 9 - ASD and LRFD diaphragm capacities based on buckling of the steel deck. 13

Table 10 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 11/2 inch deep, 6 inches center-to-center steel deck with (21/2”, 31/4”, 41/2” topping thickness) lightweight structural fill installed with Hilti X-ENP-19 L15, X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners with end and interior support fastener pattern as follows: 36/4 and button punch sidelaps. 14

Table 11 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 2 and 3 inch deep, 12 inches center-to-center steel deck with (2”, 31/4”, 4” and 5” topping thickness) lightweight structural fill installed with Hilti X-ENP-19 L15, X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners with end and interior support fastener pattern as: 36/4 and button punch sidelaps. 15

Table 12 and 13 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 11/2 inch deep, 6 inches center-to-center steel deck with (21/2”, 31/2”, 41/2” and 51/2” topping thickness) normal weight structural fill installed with Hilti X-ENP-19 L15, X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners with end and interior support fastener pattern as follows: 36/4 and button punch sidelaps. 16 and 17

Table 14 and 15 - Allowable diaphragm shears, q, and flexibility factors, F, for standard 2 and 3 inch deep, 12 inches center-to-center steel deck with (2”, 3”, 4” and 5” topping thickness) normal weight structural fill installed with Hilti X-ENP-19 L15, X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners with end and interior support fastener pattern as follows: 36/4 and button punch sidelaps. 18 and 19

Table 16 – Deck types for concrete diaphragms with shear studs. 20

Table 17 and 18 – Allowable diaphragm shears and flexibility factors for normal weight and lightweight concrete fills with minimum concrete shear reinforcement. 21 and 22

Table 19 – Minimum welded wire fabric for tabulated shear values. 23

Table 20 – Typical exterior or interior shear transfer studs. 24

Table 21 – Nominal shear Qf, and Flexibility Factors, Sf, for steel deck attached with X-ENP-19 L15, X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners. 24

Table 22 – Allowable (ASD) Tension Pullout loads to resist Tension (uplift) loads for steel decks attached with X-ENP-19 L15, X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners. 24

Table 23 – Allowable (ASD) Tension Pullover loads to resist Tension (uplift) loads for steel decks attached with X-ENP-19 L15, X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners. 25

Table 24 – Diaphragm Flexibility Limitation. 27

Figure 1 – 11/2 B Deck – 36” Wide (Type A). 20

Figure 2 – 2” Deck – 36” Wide (Type B). 20

Figure 3 – 3” Deck – 36” Wide (Type C). 20

Figure 4 – Shear Studs at Supports Parallel to Flutes. 23

Figure 5 – Shear Studs at Supports Perpendicular to Flutes. 23

Figure 6 – SDK2 Stainless Steel Sealing Cap. 25

Figure 7 – Nail Head Standoff (hNVS) for X-ENP-19 L15 fasteners. 26

Figure 8 – Nail Head Standoff (hNVS) for X-EDN19 THQ12 and X-EDNK22 THQ12 fasteners. 26


TABLE 1—FRAME FASTENER SELECTOR GUIDE

Base Material1,2 Fastener Type Reference Tables

Bare Steel Deck Diaphragm

Concrete Filled Diaphragm

Bar Joist or Structural Steel Shape with 1/8 in. < tf < 1/4 in.

X-EDNK22 THQ12

Tables 2, 3, 5, 9

Tables 10-15 17-18

Bar Joist or Structural Steel Shape with 3/16 in. < tf < 3/8 in.

X-EDN19 THQ12

Tables 2, 3, 5, 9

Tables 10-15 17-18

Structural Steel, Hardened Structural Steel or Heavy Bar Joist with tf > 1/4 in.

X-ENP-19 L152

Tables 4, 6, 7, 8, 9

Tables 10-15 17-18

For SI: 1 inch = 25.4 mm.

1tf = Structural framing minimum uncoated base metal thickness. Steel base material tensile strength (fu) must range from 58 to 91 ksi for all fasteners and base steel thickness combinations, except for the X-EDN19 THQ12 fastener with steel thicknesses greater than 5/16 inch. In this case, the tensile strength must range from 58 to 68 ksi. Base metal must comply with minimum strength requirements of ASTM A 36. 2Reference Figure 6 for information regarding the use of the SDK2 sealing cap.

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7.4

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7.6

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6.8

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6.6

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7.4

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6.8

6.6

6.5

6.5

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6.3

6.2

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6.2

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SI:

1 in

ch =

25.

4 m

m, 1

foot

= 3

05 m

m, 1

plf

= 1

4.6

N/m

, 1 p

si =

6.8

9 kP

a, 1

inch

/lb =

5.7

mm

/N.

1 Ref

er t

o fo

otno

tes

on P

age

26 fo

llow

ing

Tab

le 2

3 fo

r ad

ditio

nal i

nsta

llatio

n an

d de

sign

req

uire

men

ts.

2 Allo

wab

le s

tres

s de

sign

dia

phra

gm

cap

aciti

es a

re p

rese

nted

for

dia

phra

gms

mec

hani

cally

con

nect

ed to

the

stru

ctur

e su

bjec

ted

to e

arth

quak

e lo

ads

or lo

ad c

ombi

natio

ns w

hich

in

clud

e ea

rthq

uake

load

s. D

iaph

ragm

she

ars

ma

y be

incr

ease

d fo

r ot

her

appl

icat

ions

as

pres

crib

ed in

Sec

tion

4.1

of t

his

repo

rt.


ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 3—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 11/2 - INCH-DEEP FLUTES, 6 INCHES CENTER-TO-CENTER STEEL DECK INSTALLED WITH HILTI X-EDN19-THQ12 OR X-EDNK22-THQ12 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERN AS FOLLOWS:

PATTERN 36/5

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

4’-0” 5’-0” 6’-0” 7’-0” 8’-0” 9’-0” 10’-0”

PINS PER SHEET TO SUPPORT

5 5 5 5 5 5 5

22

Screws @ 12" o.c.

q 447 412 388 369 355 343 334

F 73.2 60.4 51.9 45.9 41.4 37.9 35.1

Screws @ 8" o.c.

q 511 483 464 449 437 428 420

F 72.3 59.5 50.9 44.8 40.2 36.6 33.8

Screws @ 6" o.c.

q 561 540 524 512 503 496 489

F 71.9 58.9 50.3 44.1 39.5 35.9 33.0

20

Screws @ 12" o.c.

q 540 499 469 447 429 415 404

F 47.0 39.2 34.1 30.4 27.7 25.6 23.9

Screws @ 8" o.c.

q 617 584 561 543 529 517 508

F 46.3 38.4 33.1 29.4 26.6 24.4 22.7

Screws @ 6" o.c.

q 678 652 634 619 608 599 592

F 45.8 37.9 32.6 28.8 26.0 23.8 22.0

18

Screws @ 12" o.c.

q 709 655 617 588 565 547 532

F 25.4 21.7 19.2 17.4 16.1 15.1 14.3

Screws @ 8" o.c.

q 810 768 737 714 696 681 669

F 24.8 20.9 18.4 16.5 15.2 14.1 13.3

Screws @ 6" o.c.

q 890 857 833 815 800 789 779

F 24.4 20.5 17.9 16.0 14.6 13.6 12.7

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 plf = 14.6 N/m, 1 psi = 6.89 kPa, 1inch/lb = 5.7 mm/N.

1Refer to footnotes on Page 26 following Table 23 for additional installation and design requirements. 2Allowable stress design diaphragm capacities are presented for diaphragms mechanically connected to the structure subjected to earthquake loads or load combinations which include earthquake loads. Diaphragm shears may be increased for other applications as prescribed in Section 4.1 of this report.

TA

BL

E 4

—A

LL

OW

AB

LE

DIA

PH

RA

GM

SH

EA

RS

, q (

PO

UN

DS

PE

R L

INE

AL

FO

OT

) A

ND

FL

EX

IBIL

ITY

FA

CT

OR

S, F

, FO

R S

TA

ND

AR

D 1

1 / 2 IN

CH

-DE

EP

FL

UT

ES

, 6

INC

HE

S C

EN

TE

R-T

O-

CE

NT

ER

ST

EE

L D

EC

K IN

ST

AL

LE

D W

ITH

HIL

TI

X-E

NP

-19

L15

FA

ST

EN

ER

S W

ITH

EN

D A

ND

INT

ER

IOR

SU

PP

OR

T F

AS

TE

NE

R P

AT

TE

RN

S A

S F

OL

LO

WS

:

PA

TT

ER

N 3

6/7

PA

TT

ER

N 3

6/9

P

AT

TE

RN

36/

11

GA

GE

S

IDE

LA

P

CO

NN

EC

TIO

N

FA

CT

OR

SP

AN

(F

T –

IN.)

4’-0

” 5’

-0”

6’-0

” 7’

-0”

8’-0

” 9’

-0”

10’-

0”

PIN

S P

ER

SH

EE

T T

O S

UP

PO

RT

7 9

11

7 9

11

7 9

11

7 9

11

7 9

11

7 9

11

7 9

11

22

Scr

ews

@ 1

2" o

.c.

q

533

705

811

481

627

71

2

445

57

1 64

2

419

529

589

399

495

543

38

3 46

8 51

0

370

446

484

F

17.9

17

.4

17.2

16

.1

15.5

15

.2

14.8

14

.3

14.0

14

.0

13.4

13

.1

13.4

12

.8

12.5

12

.9

12.4

12

.1

12.6

12

.0

11.7

Scr

ews

@ 8

" o

.c.

q

623

788

902

577

717

810

545

666

745

521

628

696

503

599

658

488

575

629

476

556

604

F

17.5

17

.1

16.9

15

.5

15.1

1

4.9

14

.2

13.8

13

.6

13.3

12

.9

12.7

12

.6

12.2

12

.0

12.0

11

.7

11.5

11

.7

11.3

1

1.1

Scr

ews

@ 6

" o

.c.

q

702

861

986

662

798

901

633

753

840

612

718

795

596

692

760

583

670

732

572

653

709

F

17.2

16

.9

16.8

15

.1

14.9

14

.7

13.8

13

.5

13.4

12

.8

12.6

1

2.4

12

.1

11.

8

11.7

11

.5

11.3

11

.2

11.1

1

0.9

10

.7

20

Scr

ews

@ 1

2" o

.c.

q

644

852

980

582

757

860

539

690

776

507

639

713

483

600

565

463

566

617

448

540

586

F

12.7

12

.2

12.0

11

.6

11.1

10

.9

11.0

10

.4

10.2

10

.5

10.0

9.

7 10

.2

9.7

9.4

10.0

9.

4 9.

2 9.

8 9.

3 9.

0

Scr

ews

@ 8

" o

.c.

q

753

951

1090

69

8 86

7 97

9 65

9 80

6 90

0 63

0 76

0 84

2 60

8 72

4 79

6 59

1 69

6 76

0 57

7 67

2 73

1

F

12.3

11

.9

11.8

11

.1

10.8

10

.6

10.4

10

.0

9.8

9.8

9.5

9.3

9.4

9.1

8.9

9.2

8.8

8.7

8.9

8.6

8.5

Scr

ews

@ 6

" o

.c.

q

849

1040

11

91

801

965

1089

76

6 91

0 10

16

741

869

962

721

837

919

706

811

886

693

790

85

9

F

12.0

11

.8

11.6

10

.8

10.5

10

.4

10.0

9.

7 9.

6 9.

4 9.

2 9.

1 9.

0 8.

8 8.

6 8.

7 8.

5 8.

3 8.

4 8.

2 8.

1

18

Scr

ews

@ 1

2" o

.c.

q

846

1117

12

85

765

994

1129

70

9 90

6 10

19

667

840

937

635

790

87

4 61

0 74

9

818

590

713

77

3

F

8.1

7.6

7.4

7.6

7.2

7.0

7.4

6.9

6.7

7.3

6.8

6.6

7.2

6.7

6.5

7.1

6.6

6.4

7.1

6.6

6.4

Scr

ews

@ 8

" o

.c.

q

990

1249

14

30

918

1139

12

86

867

1059

11

83

830

999

1107

80

1 95

3 10

48

779

916

1001

76

0 88

5 96

3

F

7.7

7.4

7.3

7.2

6.9

6.8

6.9

6.6

6.4

6.7

6.4

6.2

6.5

6.2

6.1

6.4

6.1

6.0

6.3

6.1

5.9

Scr

ews

@ 6

" o

.c.

q

1116

13

66

1564

10

53

1268

14

31

1009

11

97

1336

97

6 11

43

1265

95

0 11

01

1210

93

0 10

68

1167

91

4 10

40

1131

F

7.5

7.3

7.1

6.9

6.7

6.6

6.6

6.3

6.2

6.3

6.1

6.0

6.1

5.9

5.8

6.0

5.8

5.7

5.9

5.7

5.6

For

SI:

1 in

ch =

25.

4 m

m, 1

foot

= 3

05 m

m, 1

plf

= 1

4.6

N/m

, 1 p

si =

6.8

9 kP

a, 1

inch

/lb =

5.7

mm

/N.

1 Ref

er t

o fo

otno

tes

on P

age

26 fo

llow

ing

Tab

le 2

3 fo

r ad

ditio

nal i

nsta

llatio

n an

d de

sign

req

uire

men

ts.

2 Allo

wab

le s

tres

s de

sign

dia

phra

gm

cap

aciti

es a

re p

rese

nted

for

dia

phra

gms

mec

hani

cally

con

nect

ed to

the

stru

ctur

e su

bjec

ted

to e

arth

quak

e lo

ads

or lo

ad c

ombi

natio

ns w

hich

in

clud

e ea

rthq

uake

load

s. D

iaph

ragm

she

ars

ma

y be

incr

ease

d fo

r ot

her

appl

icat

ions

as

pres

crib

ed in

Sec

tion

4.1

of t

his

repo

rt.


TA

BL

E 5

—A

LL

OW

AB

LE

DIA

PH

RA

GM

SH

EA

RS

, q (

PO

UN

DS

PE

R L

INE

AL

FO

OT

) A

ND

FL

EX

IBIL

ITY

FA

CT

OR

S, F

, FO

R S

TA

ND

AR

D 1

1 / 2 -

INC

H-D

EE

P F

LU

TE

S, 6

INC

HE

S C

EN

TE

R-

TO

-CE

NT

ER

ST

EE

L D

EC

K IN

ST

AL

LE

D W

ITH

HIL

TI X

-ED

N19

-TH

Q12

OR

X-E

DN

K22

-TH

Q12

FA

ST

EN

ER

S W

ITH

EN

D A

ND

IN

TE

RIO

R S

UP

PO

RT

FA

ST

EN

ER

PA

TT

ER

NS

AS

F

OL

LO

WS

:

PA

TT

ER

N 3

6/7

PA

TT

ER

N 3

6/9

PA

TT

ER

N 3

6/11

GA

GE

S

IDE

LA

P

CO

NN

EC

TIO

N

FA

CT

OR

SP

AN

(F

T –

IN.)

5’-0

” 6’

-0”

7’-0

” 8’

-0”

9’-0

” 10

’-0”

PIN

S P

ER

SH

EE

T T

O S

UP

PO

RT

7 9

11

7 9

11

7 9

11

7 9

11

7 9

11

7 9

11

22

Bu

tto

n P

un

ch

@

12"

o.c

.

q

316

460

531

275

393

452

246

345

395

223

308

352

208

283

322

195

263

298

F

21.1

18

.7

17.8

21

.0

18.2

17

.2

21.2

18

.1

16.9

21

.6

18.2

16

.9

22.1

18

.5

17.0

22

.7

18.8

17

.3

Bu

tto

n P

un

ch

@

8"

o.c

.

q

355

496

570

317

435

493

287

386

437

265

350

394

249

324

364

237

304

340

F

20.6

18

.5

17.6

20

.3

17.9

16

.9

20.3

17

.7

16.6

20

.5

17.7

16

.5

20.8

17

.8

16.5

21

.2

18.0

16

.7

Bu

tto

n P

un

ch

@

6"

o.c

.

q

391

530

605

356

475

535

329

428

478

307

392

436

291

366

405

279

346

381

F

20.2

18

.3

17.5

19

.7

17.6

16

.7

19.6

17

.3

16.3

19

.6

17.2

16

.1

19.8

17

.2

16.1

20

.0

17.4

16

.2

20

Bu

tto

n P

un

ch

@

12"

o.c

.

q

404

575

664

355

499

570

320

441

502

293

397

450

273

363

411

258

339

382

F

16.2

14

.1

13.2

16

.5

14.0

13

.1

17.0

14

.2

13.1

17

.6

14.6

13

.3

18.2

15

.0

13.7

18

.9

15.4

14

.0

Bu

tto

n P

un

ch

@

8"

o.c

.

q

457

625

716

414

558

632

381

502

563

355

459

512

334

425

472

319

400

443

F

15.8

13

.8

13.1

15

.9

13.7

12

.8

16.2

13

.8

12.8

16

.6

14.1

13

.0

17.1

14

.4

13.2

17

.6

14.7

13

.5

Bu

tto

n P

un

ch

@

6"

o.c

.

q

509

673

767

467

609

687

437

561

625

414

520

573

396

486

534

381

462

505

F

15.4

13

.6

12.9

15

.4

13.4

12

.6

15.5

13

.5

12.6

15

.8

13.6

12

.7

16.1

13

.8

12.8

16

.5

14.1

13

.0

18

Bu

tto

n P

un

ch

@

12"

o.c

.

q

576

797

915

519

709

806

476

637

716

441

580

649

414

535

597

393

500

555

F

11.6

9.

8 9.

0 12

.2

10.1

9.

2 12

.9

10.5

9.

5 13

.6

11.0

9.

9 14

.3

11.5

10

.3

15.0

12

.0

10.7

Bu

tto

n P

un

ch

@

8"

o.c

.

q

667

882

1004

61

3 79

8 90

0 57

3 73

5 82

3 54

3 68

7 75

7 51

9 64

3 70

5 50

0 60

8 66

3

F

11.2

9.

6 8.

9 11

.7

9.8

9.0

12.2

10

.1

9.3

12.8

10

.5

9.6

13.3

10

.9

9.9

13.8

11

.4

10.3

Bu

tto

n P

un

ch

@

6"

o.c

.

q

752

963

1091

70

1 88

3 99

0 66

4 82

3 91

6 63

5 77

7 85

8 61

2 74

1 81

3 59

4 71

1 77

1

F

10.9

9.

4 8.

8 11

.2

9.6

8.9

11.6

9.

8 9.

1 12

.1

10.1

9.

3 12

.5

10.5

9.

6 12

.9

10.8

9.

9

For

SI:

1 in

ch =

25.

4 m

m, 1

foot

= 3

05 m

m, 1

plf

= 1

4.6

N/m

, 1 p

si =

6.8

9 kP

a, 1

inch

/lb =

5.7

mm

/N.

1 Ref

er t

o fo

otno

tes

on P

age

26 fo

llow

ing

Tab

le 2

3 fo

r ad

ditio

nal i

nsta

llatio

n an

d de

sign

req

uire

men

ts.

2 Allo

wab

le s

tres

s de

sign

dia

phra

gm

cap

aciti

es a

re p

rese

nted

for

dia

phra

gms

mec

hani

cally

con

nect

ed to

the

stru

ctur

e su

bjec

ted

to e

arth

quak

e lo

ads

or lo

ad c

ombi

natio

ns

whi

ch in

clud

e ea

rthq

uake

load

s. D

iaph

ragm

she

ars

ma

y be

incr

ease

d fo

r ot

her

appl

icat

ions

as

pres

crib

ed in

Sec

tion

4.1

of th

is r

epor

t.


ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 6—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 11/2-INCH-DEEP FLUTES, 6 INCHES CENTER-TO-CENTER STEEL DECK INSTALLED WITH HILTI X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERN AS FOLLOWS:

PATTERN 36/7

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

5’-0” 6’-0” 7’-0” 8’-0” 9’-0” 10’-0”


7 7 7 7 7 7

22

Button Punch @ 12" o.c.

q 540 460 400 350 320 290

F 25.8 25.2 25.2 25.6 26.7 27.8


q 567 487 427 377 347 317

F 25.5 24.9 24.3 24.9 25.4 26.4


q 580 500 440 390 360 330

F 25.3 24.4 24.2 24.5 24.8 25.7

20


q 640 540 470 420 380 340

F 20.6 19.8 19.6 20.0 20.7 21.4


q 667 567 497 447 407 367

F 20.4 19.5 19.3 19.5 19.8 20.5


q 680 580 510 460 420 380

F 20.3 19.4 19.1 19.3 19.4 20.0

18


q 830 710 620 550 490 450

F 14.5 13.8 13.6 13.7 14.1 14.6


q 863 737 647 599 571 547

F 14.4 13.7 13.4 10.0 10.4 10.8


q 880 750 660 590 530 490

F 14.4 13.6 13.3 13.3 13.5 13.7



ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 7—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 3 - INCH-DEEP FLUTES, 8 INCHES CENTER-TO-CENTER STEEL DECK INSTALLED WITH HILTI X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERN AS FOLLOWS:

PATTERN 24/4

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

7’-0” 8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0” 15’-0”


4 4 4 4 4 4 4 4 4

22

Screws @ 12" o.c.

q 361 347 336 328 320 314 309 305 301

F 42.9 39.1 36.2 33.9 32.0 30.4 29.1 28.0 27.0

Screws @ 8" o.c.

q 455 443 433 426 420 414 410 406 403

F 41.5 37.6 34.6 32.2 30.2 28.6 27.2 26.0 25.0

Screws @ 6" o.c.

q 534 524 517 510 505 500 497 493 490

F 40.6 36.7 33.6 31.2 29.2 27.5 26.1 24.9 23.9

20

Screws @ 12" o.c.

q 436 420 407 397 388 381 374 369 364

F 29.1 26.9 25.2 23.8 22.7 21.7 21.0 20.3 19.7

Screws @ 8" o.c.

q 550 536 525 516 508 502 496 492 488

F 27.8 25.5 23.7 22.2 21.0 20.0 19.2 18.5 17.9

Screws @ 6" o.c.

q 646 635 625 617 611 606 601 597 594

F 27.0 24.7 22.8 21.3 20.1 19.1 18.2 17.5 16.9

18

Screws @ 12" o.c.

q 575 553 537 523 511 502 494 487 481

F 17.5 16.5 15.7 15.1 14.6 14.1 13.8 13.5 13.2

Screws @ 8" o.c.

q 725 706 692 680 670 662 655 649 643

F 16.4 15.2 14.4 13.7 13.1 12.7 12.3 11.9 11.6

Screws @ 6” o.c.

q 851 836 824 814 805 798 793 787 783

F 15.7 14.5 13.6 12.9 12.3 11.8 11.4 11.1 10.8

16

Screws @ 12" o.c.

q 721 695 674 657 642 631 621 612 604

F 12.0 11.5 11.1 10.8 10.6 10.4 10.2 10.1 10.0

Screws @ 8" o.c.

q 909 886 868 854 842 831 823 815 809

F 11.0 10.4 10.0 9.6 9.3 9.1 8.9 8.7 8.5

Screws @ 6" o.c.

q 1067 1048 1033 1021 1011 1002 995 989 983

F 10.4 9.8 9.3 8.9 8.6 8.3 8.1 7.9 7.7



ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 8—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 3 - INCH-DEEP FLUTES, 8 INCHES CENTER-TO-CENTER STEEL DECK INSTALLED WITH HILTI X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERN AS FOLLOWS:

PATTERN 24/4

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

7’-0” 8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0” 15’-0”


4 4 4 4 4 4 4 4 4

22


q 201 186 175 166 158 152 147 142 138

F 51.5 49.1 47.6 46.6 46.0 45.7 45.7 45.7 45.9


q 243 228 217 207 200 194 189 184 180

F 50.4 47.8 46.0 44.7 43.9 43.3 42.9 42.7 42.5


q 284 270 258 249 242 236 230 226 222

F 49.4 46.6 44.6 43.2 43.2 41.3 40.7 40.3 39.9

20


q 265 247 233 222 213 206 199 194 189

F 36.9 36.0 35.5 35.3 35.4 35.6 36.0 36.4 36.8


q 326 308 295 284 275 267 261 255 251

F 35.9 34.7 34.0 33.6 33.4 33.4 33.5 33.6 33.8


q 386 369 355 344 335 328 321 316 311

F 35.1 33.7 32.8 32.2 31.8 31.6 31.5 31.4 31.5

18


q 401 378 360 345 334 324 315 308 302

F 24.3 24.3 24.7 25.1 25.6 26.2 26.8 27.5 28.1


q 507 484 466 452 440 430 422 414 408

F 23.4 23.3 23.4 23.6 23.9 24.3 24.6 25.1 25.5


q 594 573 556 543 532 522 514 507 501

F 22.7 22.4 22.3 22.4 22.5 22.7 22.9 23.2 23.4

16


q 574 545 523 505 490 478 467 459 451

F 18.0 18.5 19.1 19.8 20.4 21.1 21.8 22.5 23.2


q 722 696 675 658 644 632 622 613 606

F 17.3 17.6 18.0 18.4 18.9 19.4 19.9 20.4 20.9


q 851 827 808 793 780 769 760 752 745

F 16.6 16.8 17.0 17.3 17.7 18.0 18.4 18.7 19.0



T

AB

LE

9—

AL

LO

WA

BL

E D

IAP

HR

AG

M S

HE

AR

S, q

a (P

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ND

S P

ER

LIN

EA

L F

OO

T)

FO

R B

UC

KL

ING

AN

D L

RF

D D

IAP

HR

AG

M S

HE

AR

S, q

f (P

OU

ND

S P

ER

LIN

EA

L F

OO

T),

FO

R

BU

CK

LIN

G F

OR

ST

AN

DA

RD

11 / 2

–IN

CH

-DE

EP

FL

UT

ES

, 6-I

NC

HE

S C

EN

TE

R-T

O-C

EN

TE

R A

ND

ST

AN

DA

RD

3 -

IN

CH

-DE

EP

FL

UT

ES

, 8 IN

CH

ES

CE

NT

ER

-TO

-CE

NT

ER

ST

EE

L D

EC

K:

ST

EE

L D

EC

K

TY

PE

D

EC

K

GA

GE

Min

imu

m

Mo

me

nt

of

Iner

tia4

, I

in4 /f

t

SP

AN

(F

T -

IN

.)

3’-0

” 4’

-0”

5’-0

” 6’

-0”

7’-0

” 8’

-0”

9’-0

” 10

’-0”

11

’-0”

12

’-0”

AS

D, q

a

Sta

ndar

d 1

1 / 2-in

ch

Dee

p F

lute

s, 6

-In

ches

Cen

ter-

to-

Cen

ter

22

0.15

2

8,44

4

4,75

0

3,04

0

2,11

1

1,55

1

1,18

8

938

760

628

528

20

0.19

8

11,0

00

6,18

8

3,96

0

2,75

0

2,02

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1,54

7

1,22

2

990

818

688

18

0.28

4

15,7

78

8,87

5

5,68

0

3,94

4

2,89

8

2,21

9

1,75

3

1,42

0

1,17

4

986

16

0.35

5

19,7

02

11,0

94

7,10

0

4,93

1

3,62

2

2,77

3

2,19

1

1,77

5

1,46

7

1,23

3

Sta

ndar

d 3

-Inc

h D

eep

Flu

tes,

8-

Inch

es C

ente

r-to

-C

ente

r

22

0.55

1

30,6

11

17,2

19

11,0

20

7,65

3

5,62

2

4,30

5

3,40

1

2,75

5

2,27

7

1,91

3

20

0.71

4

39,6

67

22,3

13

14,2

80

9,91

7

7,28

6

5,57

8

4,40

7

3,57

0

2,95

0

2,47

9

18

1.03

6

57,5

56

32,3

75

20,7

20

14,3

89

10,5

71

8,09

4

6,39

5

5,18

0

4,28

1

3,59

7

16

1.29

5

71,9

44

40,4

69

25,9

00

17,9

86

13,2

14

10,1

17

7,99

4

6,47

5

5,35

1

4,49

7

LR

FD

, q

f

Sta

ndar

d 1

1 / 2-in

ch

Dee

p F

lute

s, 6

-In

ches

Cen

ter-

to-

Cen

ter

22

0.15

2

13,5

11

7,60

0

4,86

4

3,37

8

2,48

2

1,90

0

1,50

1

1,21

6

1,00

5

844

20

0.19

8

17,6

00

9,90

0

6,33

6

4,40

0

3,23

3

2,47

5

1,95

6

1,58

4

1,30

9

1,10

0

18

0.28

4

25,2

44

14,2

00

9,08

8

6,31

1

4,63

7

3,55

0

2,80

5

2,27

2

1,87

8

1,57

8

16

0.35

5

31,5

56

17,7

50

11,3

60

7,88

9

5,79

6

4,43

8

3,50

6

2,84

0

2,34

7

1,97

2

Sta

ndar

d 3

-inch

D

eep

Flu

tes,

8-

Inch

es C

ente

r-to

-C

ente

r

22

0.55

1

48,9

78

27,5

50

17,6

32

12,2

44

8,99

6

6,88

8

5,44

2

4,40

8

3,64

3

3,06

1

20

0.71

4

63,4

67

35,7

00

22,8

48

15,8

67

11,6

57

8,92

5

7,05

2

5,71

2

4,72

1

3,96

7

18

1.03

6

92,0

89

51,8

00

33,1

52

23,0

22

16,9

14

12,9

50

10,2

32

8,28

8

6,85

0

5,75

6

16

1.29

5

115,

111

64

,750

41

,440

28

,778

21

,143

16

,188

12

,790

10

,360

8,

562

7,

194

For

SI:

1 in

ch =

25.

4 m

m, 1

ksi

= 6

.89

MP

a, 1

plf

= 0

.014

6 N

/mm

, 1

in4 /ft

= 1

,368

mm

4/m

m.

1 Load

val

ues

are

bas

ed u

pon

a sa

fety

fact

or (Ω

) of

2.0

0 fo

r A

SD

or

a re

sist

ance

fact

or (ϕ)

of 0

.80

for

LRF

D.

2 Dia

phra

gm s

hear

s in

this

tabl

e ar

e fo

r st

eel d

eck

buck

ling

failu

re m

ode

only

an

d a

re to

be

used

as

pres

crib

ed in

Sec

tion

4.1

of th

is r

epor

t. If

desi

gn c

ondi

tion

is n

ot ta

bula

ted,

dia

phra

gm s

hear

s fo

r bu

cklin

g m

ay

be c

alcu

late

d us

ing

the

follo

win

g eq

uatio

ns:

For

AS

D, S

buck

ling =

(I*

106 /(

lv)2

)/2.

0 ;

For

LR

FD

, Sbu

cklin

g =

(I*

106 /(

l v)2 )*

0.8

3 Dia

phra

gm r

esis

tanc

e m

ust

be li

mite

d to

less

er o

f va

lues

in t

his

ta

ble

and

the

corr

esp

ondi

ng r

espe

ctiv

e A

SD

and

LR

FD

she

ar

capa

citie

s sh

own

in T

able

s 2

thro

ugh

8 o

r ca

lcul

ated

per

Sec

tion

4.1

of th

is r

epor

t.

4 The

tab

ulat

ed m

omen

t of i

nert

ia,

I, is

the

requ

ired

gros

s m

omen

t of

iner

tia o

f the

ste

el d

eck

pane

ls a

bout

the

horiz

onta

l neu

tral

axi

s of

the

pan

el c

ross

sec

tion

.


ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 10—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 1-1/2- INCH-DEEP FLUTES, 6 INCHES CENTER-TO-CENTER STEEL DECK WITH STRUCTURAL CONCRETE FILL INSTALLED WITH HILTI X-EDN19-THQ12, X-EDNK22-THQ12 OR X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERNS AS FOLLOWS:

PATTERN 36/4

dc

f ’c

FILL TYPE

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

6’-0” 7’-0” 8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0”


4 4 4 4 4 4 4 4 4

21/2” 3,000 psi Structural

Sand Light

Weight Concrete

22 Button Punch

@ 36” o.c.

q 1132 1115 1103 1094 1086 1080 1075 1071 1067

F 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42

20 Button Punch

@ 36” o.c.

q 1165 1146 1131 1120 1110 1103 1097 1091 1087

F 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41

18 Button Punch

@ 36” o.c.

q 1231 1205 1186 1171 1159 1150 1142 1134 1129

F 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41

16 Button Punch

@ 36” o.c.

q 1307 1276 1252 1233 1219 1206 1196 1188 1181

F 0.40 0.40 0.40 0.40 0.40 0.41 0.41 0.41 0.41


Sand Light

Weight Concrete

22 Button Punch

@ 36” o.c.

q 1520 1504 1492 1482 1475 1469 1464 1459 1455

F 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32

20 Button Punch

@ 36” o.c.

q 1554 1534 1519 1508 1499 1492 1485 1480 1476

F 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32

18 Button Punch

@ 36” o.c.

q 1619 1594 1575 1560 1548 1538 1530 1523 1517

F 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32

16 Button Punch

@ 36” o.c.

q 1696 1664 1640 1622 1607 1595 1585 1576 1569

F 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31


Sand Light

Weight Concrete

22 Button Punch

@ 36” o.c.

q 1929 1913 1901 1892 1884 1883 1873 1869 1865

F 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23

20 Button Punch

@ 36” o.c.

q 1963 1943 1929 1917 1908 1901 1894 1990 1884

F 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23

18 Button Punch

@ 36” o.c.

q 2028 2003 1984 1969 1957 1947 1939 1914 1908

F 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23

16 Button Punch

@ 36” o.c.

q 2105 2073 2058 2031 2016 2004 1994 1965 1957

F 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23


1Concrete cover depth as indicated in table above. 2Refer to footnotes on Page 26 following Table 23 for additional installation and design requirements. 3See Table 1 for required base steel thickness ranges for each fastener. 4Steel deck and reinforcement must comply with Section 3.2 and 3.4, respectively. 5Allowable stress design diaphragm shears are presented. Diaphragm shears may be increased for LRFD by multiplying the tabulated “q” value by 1.63.

ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 11— ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 2 – AND 3-INCH-DEEP FLUTES, 12 INCHES CENTER-TO-CENTER STEEL DECK WITH STRUCTURAL CONCRETE FILL INSTALLED WITH HILTI, X-EDN19-THQ12, X-EDNK22-THQ12 OR X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERN AS FOLLOWS:

PATTERN 36/4

dc

f ’c

FILL TYPE GAGE

SIDELAP CONNECTION

FACTOR

SPAN (FT – IN.)

6’-0” 7’-0” 8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0”


4 4 4 4 4 4 4 4 4

2” 3,000 psi Structural Sand Light

Weight Concrete

20 Button Punch

@ 36” o.c.

q 952 934 921 911 903 896 891 886 882

F 0.51 0.51 0.51 0.51 0.51 0.51 0.52 0.52 0.52

19 Button Punch

@ 36” o.c.

q 983 963 948 936 926 918 912 906 902

F 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51

18 Button Punch

@ 36” o.c.

q 1014 991 973 960 949 941 933 927 922

F 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51

16 Button Punch

@ 36” o.c.

q 1086 1057 1036 1019 1006 995 986 978 972

F 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51

31/4” 3,000 psi Structural Sand Light

Weight Concrete

20 Button Punch

@ 36” o.c.

q 1541 1523 1510 1499 1491 1484 1479 1474 1470

F 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32

19 Button Punch

@ 36” o.c.

q 1572 1551 1536 1524 1515 1507 1500 1495 1490

F 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32

18 Button Punch

@ 36” o.c.

q 1602 1579 1562 1549 1538 1529 1522 1515 1510

F 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32

16 Button Punch

@ 36” o.c.

q 1675 1646 1624 1608 1594 1583 1574 1566 1560

F 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31 0.31


Weight Concrete

20 Button Punch

@ 36” o.c.

q 1750 1732 1719 1709 1700 1694 1688 1683 1680

F 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26

19 Button Punch

@ 36” o.c.

q 1781 1760 1745 1733 1723 1716 1710 1704 1699

F 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26

18 Button Punch

@ 36” o.c.

q 1811 1788 1771 1758 1747 1738 1731 1724 1719

F 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26

16 Button Punch

@ 36” o.c.

q 1883 1855 1833 1817 1804 1792 1783 1776 1769

F 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26


Weight Concrete

20 Button Punch

@ 36” o.c.

q 2148 2131 2118 2108 2099 2093 2087 2082 2079

F 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

19 Button Punch

@ 36” o.c.

q 2180 2159 2144 2132 2122 2115 2108 2103 2098

F 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

18 Button Punch

@ 36” o.c.

q 2210 2187 2170 2157 2146 2137 2130 2133 2118

F 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

16 Button Punch

@ 36” o.c.

q 2282 2254 2232 2215 2202 2191 2182 2175 2168

F 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21



ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 12—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 1-1/2- INCH-DEEP FLUTES, 6 INCHES CENTER-TO-CENTER STEEL DECK WITH STRUCTURAL CONCRETE FILL INSTALLED WITH HILTI X-EDN19-THQ12, X-EDNK22-THQ12 OR X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERNS AS FOLLOWS:

PATTERN 36/4

dc

f ’c

FILL TYPE

GAUGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

6’-0” 7’-0” 8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0”


4 4 4 4 4 4 4 4 4

21/2” 3,000 psi Normal Weight

Concrete

22 Button Punch

@ 36” o.c.

q 1644 1627 1615 1618 1598 1592 1587 1583 1579

F 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42

20 Button Punch

@ 36” o.c.

q 1677 1657 1643 1631 1622 1615 1609 1603 1599

F 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41

18 Button Punch

@ 36” o.c.

q 1743 1717 1698 1683 1671 1662 1654 1646 1641

F 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41

16 Button Punch

@ 36” o.c.

q 1819 1788 1764 1745 1731 1718 1708 1700 1693

F 0.40 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41


Concrete

22 Button Punch

@ 36” o.c.

q 2247 2231 2219 2209 2202 2196 2191 2187 2182

F 0.29 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30

20 Button Punch

@ 36” o.c.

q 2281 2261 2246 2235 2226 2218 2212 2207 2203

F 0.29 0.29 0.30 0.30 0.30 0.30 0.30 0.30 0.30

18 Button Punch

@ 36” o.c.

q 2346 2321 2302 2287 2275 2265 2257 2250 2244

F 0.29 0.29 0.29 0.30 0.30 0.30 0.30 0.30 0.30

16 Button Punch

@ 36” o.c.

q 2423 2391 2367 2349 2334 2322 2312 2303 2296

F 0.29 0.29 0.29 0.29 0.29 0.29 0.29 0.30 0.30



ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 13—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 1-1/2- INCH-DEEP FLUTES, 6 INCHES CENTER-TO-CENTER STEEL DECK WITH STRUCTURAL CONCRETE FILL INSTALLED WITH HILTI X-EDN19-THQ12, X-EDNK22-THQ12, OR X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERNS AS FOLLOWS:

PATTERN 36/4

dc

f ’c

FILL TYPE

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

6’-0” 7’-0” 8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0”


4 4 4 4 4 4 4 4 4


Concrete

22 Button Punch

@ 36” o.c.

q 2851 2835 2822 2813 2805 2799 2794 2790 2786

F 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23

20 Button Punch

@ 36” o.c.

q 2884 2865 2850 2839 2829 2822 2816 2811 2806

F 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23

18 Button Punch

@ 36” o.c.

q 2950 2925 2905 2890 2879 2869 2861 2853 2848

F 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23

16 Button Punch

@ 36” o.c.

q 3026 2995 2971 2952 2938 2925 2915 2907 2900

F 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23


Concrete

22 Button Punch

@ 36” o.c.

q 3454 3438 3426 3417 3409 3403 3398 3394 3390

F 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19

20 Button Punch

@ 36” o.c.

q 3488 3468 3454 3442 3433 3426 3420 3414 3410

F 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19

18 Button Punch

@ 36” o.c.

q 3554 3528 3509 3494 3482 3472 3464 3457 3452

F 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19

16 Button Punch

@ 36” o.c.

q 3630 3598 3574 3556 3541 3529 3519 3511 3503

F 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19 0.19



ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 14—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 2 - INCH-DEEP FLUTES, 12 INCHES CENTER-TO-CENTER STEEL DECK WITH STRUCTURAL CONCRETE FILL INSTALLED WITH HILTI X-EDN19-THQ12, X-EDNK22-THQ12 OR X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERN AS FOLLOWS:

PATTERN 36/4

dc

f ’c

FILL TYPE

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

6’-0” 7’-0” 8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0”


4 4 4 4 4 4 4 4 4

2” 3,000 psi Normal Weight

Concrete

20 Button Punch

@ 36” o.c.

q 1361 1344 1331 1321 1312 1306 1300 1295 1292

F 0.51 0.51 0.51 0.51 0.51 0.51 0.52 0.52 0.52

19 Button Punch

@ 36” o.c.

q 1393 1372 1357 1345 1335 1328 1321 1316 1311

F 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.52

18 Button Punch

@ 36” o.c.

q 1423 1400 1383 1370 1359 1350 1343 1336 1331

F 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.52

16 Button Punch

@ 36” o.c.

q 1495 1467 1445 1429 1415 1404 1395 1388 1381

F 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51


Concrete

20 Button Punch

@ 36” o.c.

q 1965 1948 1934 1924 1916 1909 1904 1899 1895

F 0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35

19 Button Punch

@ 36” o.c.

q 1996 1976 1961 1949 1928 1931 1925 1919 1915

F 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34

18 Button Punch

@ 36” o.c.

q 2027 2004 1986 1973 1949 1954 1946 1940 1935

F 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34

16 Button Punch

@ 36” o.c.

q 2099 2070 2058 2032 2000 2008 1999 1991 1985

F 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34



ESR-2197 | Most Widely Accepted and Trusted of 27 TABLE 15—ALLOWABLE DIAPHRAGM SHEARS, q (POUNDS PER LINEAL FOOT) AND FLEXIBILITY FACTORS, F, FOR STANDARD 2 – AND 3-INCH-DEEP FLUTES, 12 INCHES CENTER-TO-CENTER STEEL DECK WITH STRUCTURAL CONCRETE FILL INSTALLED WITH HILTI X-EDN19-THQ12, X-EDNK22-THQ12 OR X-ENP-19 L15 FASTENERS WITH END AND INTERIOR SUPPORT FASTENER PATTERN AS FOLLOWS:

PATTERN 36/4

dc

f ’c

FILL TYPE

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

6’-0” 7’-0” 8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0”


4 4 4 4 4 4 4 4 4


Concrete

20 Button Punch

@ 36” o.c.

q 2569 2551 2538 2528 2519 2513 2507 2502 2499

F 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26

19 Button Punch

@ 36” o.c.

q 2600 2579 2564 2552 2543 2535 2529 2523 2519

F 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26

18 Button Punch

@ 36” o.c.

q 2630 2607 2590 2577 2566 2557 2550 2544 2538

F 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26

16 Button Punch

@ 36” o.c.

q 2702 2674 2652 2636 2623 2611 2602 2601 2588

F 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26 0.26


Concrete

20 Button Punch

@ 36” o.c.

q 3172 3155 3142 3131 3123 3116 3111 3106 3102

F 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

19 Button Punch

@ 36” o.c.

q 3203 3183 3168 3156 3146 3139 3132 3126 3122

F 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

18 Button Punch

@ 36” o.c.

q 3234 3211 3194 3180 3170 3161 3154 3147 3142

F 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

16 Button Punch

@ 36” o.c.

q 3296 3269 3249 3233 3220 3187 3194 3194 3188

F 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21




TABLE 16—DECK TYPES FOR CONCRETE FILLED DIAPHRAGMS WITH SHEAR CONNECTORS

DECK TYPES TABLE TYPES GAGE FIGURE

11/2” deep B deck – 36” wide Type A 22, 20, 18, 16 Figure 1

2” deep – 36” wide Type B 20, 19, 18, 16 Figure 2

3” deep – 36” wide Type C 20, 19, 18, 16 Figure 3

For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa.

Notes: 1.) Steel shall conform to ASTM A653, Structural Steel (SS) Grade 33 with minimum Fy = 33,000 psi (230000 kPa). 2.) Galvanizing shall be minimum G60 designation. Deck may be painted or phosphatized. 3.) Refer to notes following Tables 17 and 18.

For SI: 1 inch = 25.4 mm

FIGURE 1—11/2” B DECK – 36” WIDE (TYPE A)

For SI: 1 inch- 25.4 mm

FIGURE 2—2” DECK – 36” WIDE (TYPE B)


FIGURE 3—3” DECK – 36” WIDE (TYPE C)


TABLE 17—ALLOWABLE DIAPHRAGM SHEARS AND FLEXIBILITY FACTORS WITH MINIMUM CONCRETE SHEAR REINFORCEMENT OF 0.00075 bW S2

1, 2, 3, 4, 5, 11

CONCRETE TYPES 6, 7

CONCRETE THICKNESS 8

ALLOWABLE DIAPHRAGM SHEAR (lb/ft)

F 10 Minimum Average Spacing of Shear Studs9

12” 18” 24” 30” 36”

NW

2” 1600 1600 1600 1600 1600 0.42

21/2” 2000 2000 2000 2000 2000 0.33

3” 2390 2390 2390 2390 2270 0.28

31/2” 2790 2790 2790 2720 2270 0.24

4” 3190 3190 3190 2720 2270 0.21

41/2” 3590 3590 3400 2720 2270 0.18

5” 3990 3990 3400 2720 2270 0.17

51/2” 4390 4390 3400 2720 2270 0.15

LW

2” 1360 1360 1360 1360 1360 0.63

21/2” 1700 1700 1700 1700 1700 0.50

3” 2030 2030 2030 2030 1880 0.42

31/4” 2200 2200 2200 2200 1880 0.38

31/2” 2370 2370 2370 2260 1880 0.36

4” 2710 2710 2710 2260 1880 0.31

41/2” 3050 3050 2820 2260 1880 0.28

5” 3390 3390 2820 2260 1880 0.25

51/2” 3730 3730 2820 2260 1880 0.23

For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m, 1 psi = 6.89 kPa, 1 psf = 16 kg/m3, 1 in2/foot = 2,117 mm2/m, 1 pcf = 16.018 kg/m3.

1The allowable diaphragm shear values in Table 17 (in pounds per foot) are based on concrete slab reinforcement with an area equal to 0.00075 (less than 0.0025) times the area of fill above the top flute of the deck, but not less than 0.028 sq. in. per foot width (ASCE 3-91, Section 2.3.3.1). The common welded wire fabric of the sized listed in Table 19 meets this requirement. 2See details in Figures 1 – 3 for qualified deck types with location of minimum number of Hilti fasteners to supports perpendicular to flutes. 3Standing seam sidelaps of deck shall be fastened by button punches at 36” o.c. 4For local shear transfer within the field of the diaphragm, 1/2” minimum diameter studs having shear values of 6.8 kips per stud for normal weight concrete and 5.6 kips per stud for structural sand lightweight concrete, except as noted hereafter shall be used. For Deck Type A (11/2” deep B deck – 36” wide) if the width of concrete at the stud is less than 2.25 inches, values for 5.7 kips per stud for normal weight concrete fills and 4.7 kips per stud for structural sand lightweight concrete fills shall be used. 5bw = web width, in. s2 = spacing of shear reinforcement in direction perpendicular to longitudinal reinforcement, in. 6Concrete fill shall have a f ’c = 3,000 psi minimum with either normal weight aggregate conforming to ASTM C 33 or lightweight coarse aggregate conforming to ASTM C 330. 7NW = Normal Weight (145 pcf) LW = Lightweight (110+/- pcf) 8The concrete thickness is measured from the top flute of steel deck. 9 Deck Types A and B ( 11/2” deep, B deck – 36” wide and 2” deep – 36” wide respectively) must use 1/2” minimum diameter Type B studs. Deck Type C (3” deep – 36” wide) must use 5/8” minimum diameter Type B studs. 10F = Flexibility Factor (Deflection in micro-inches of a one foot element under a shear of 1 pound per foot). 11Refer to notes on Page 26 following Table 23 for additional installation and design requirements.


TABLE 18—ALLOWABLE DIAPHRAGM SHEARS AND FLEXIBILITY FACTORS WITH MINIMUM CONCRETE SHEAR REINFORCEMENT OF 0.0025 bW S2

1, 2, 3, 4, 5, 11

CONCRETE TYPES 6, 7

CONCRETE THICKNESS8

ALLOWABLE DIAPHRAGM SHEAR (lb/ft)

F 10 Minimum Average Spacing of Shear Studs 9

12” 18” 24” 30” 36”

NW

2” 3780 3780 3400 2720 2270 0.42

21/2” 4730 4530 3400 2720 2270 0.33

3” 5670 4530 3400 2720 2270 0.28

31/2” 6620 4530 3400 2720 2270 0.24

4” 6800 4530 3400 2720 2270 0.21

41/2” 6800 4530 3400 2720 2270 0.18

5” 6800 4530 3400 2720 2270 0.17

51/2” 6800 4530 3400 2720 2270 0.15

LW

2” 3540 3540 2820 2260 1880 0.63

21/2” 4430 3760 2820 2260 1880 0.50

3” 5310 3760 2820 2260 1880 0.42

31/4” 5640 3760 2820 2260 1880 0.38

31/2” 5640 3760 2820 2260 1880 0.36

4” 5640 3760 2820 2260 1880 0.31

41/2” 5640 3760 2820 2260 1880 0.28

5” 5640 3760 2820 2260 1880 0.25

51/2” 5640 3760 2820 2260 1880 0.23

For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m, 1 psi = 6.89 kPa, 1 psf = 16 kg/m3, 1 in2/foot = 2,117 mm2/m, 1 pcf = 16.018 kg/m3.

1The allowable diaphragm shear values in Table 18 (in pounds per foot) are based on concrete slab reinforcement with an area equal to 0.0025 times the area of fill above the top flute of the deck but not less than 0.028 sq. in. per foot width (ASCE 3-91, Section 2.3.3.1). The common welded wire fabric of the size listed in Table 19 meets this requirement. 2See details in Figures 1 – 3 for qualified deck types with location of minimum number of Hilti fasteners to supports perpendicular to flutes. 3Standing seam sidelaps of deck shall be fastened by button punches at 36” o.c. 4For local shear transfer within the field of the diaphragm, 1/2” minimum diameter studs having shear values of 6.8 kips per stud for normal weight concrete and 5.6 kips per stud for structural sand lightweight concrete, except as noted hereafter shall be used. For Deck Type A (11/2” deep B deck – 36” wide) if the width of concrete at the stud is less than 2.25 inches, values for 5.7 kips per stud for normal weight concrete fills and 4.7 kips per stud for structural sand lightweight concrete fills shall be used. 5bw = web width, in. s2 = spacing of shear reinforcement in direction perpendicular to longitudinal reinforcement, in. 6Concrete fill shall have a f ’c = 3,000 psi minimum with either normal weight aggregate conforming to ASTM C 33 or lightweight coarse aggregate conforming to ASTM C 330. 7NW = Normal Weight (145 pcf) LW = Lightweight (110+/- pcf) 8The concrete thickness is measured from the top flute of steel deck. 9Deck Types A and B (11/2” deep, B deck – 36” wide and 2” deep – 36” wide respectively) must use 1/2” minimum diameter Type B studs. Deck Type C (3” deep – 36” wide) must use 5/8” minimum diameter Type B studs. 10F = Flexibility Factor (Deflection in micro-inches of a one foot element under a shear of 1 pound per foot). 11Refer to notes on Page 26 following Table 23 for additional installation and design requirements.


TABLE 19—MINIMUM WELDED WIRE REINFORCEMENT FOR TABULATED SHEAR VALUES

TABLE NO. CONCRETE THICKNESS ( 1 ) MINIMUM WELDED WIRE FABRIC FOR TABULATED SHEAR VALUES

Table 17 (0.00075 bw s2 )

2” to 3” 6 x 6 – W1.4 x W1.4

31/4” to 4” 6 x 6 – W2.0 x W2.0

41/2” to 51/2” 6 x 6 – W2.9 x W2.9

Table 18 (0.0025 bw s2)

2” to 21/2” 6 x 6 – W4.0 x W4.0

3” to 4” 4 x 4 – W4.0 x W4.0

41/2” to 5” 6 x 6 – W7.5 x W7.5

51/2” 6 x 6 – W8.3 x W8.3


1The concrete thickness is measured from the top flute of steel deck.


FIGURE 4—SHEAR STUDS AT SUPPORTS PARALLEL TO FLUTES


FIGURE 5—SHEAR STUDS AT SUPPORTS PERPENDICULAR TO FLUTES

17 & 18

TABLES 17 & 18 FOOTNOTE 4


TABLE 20—TYPICAL EXTERIOR OR INTERIOR SHEAR TRANSFER STUDS

t d MINIMUM STUD LENGTH ls

11/2” 3”

2” 31/2”

3” 41/2”


Refer to notes on Page 26 following Table 23.

TABLE 21—NOMINAL SHEAR, Qf (LBS), AND FLEXIBILITY FACTORS, Sf (IN./KIP), FOR X-ENP-19 L15, X-EDN19-THQ12 OR X-EDNK22-THQ12 FASTENERS ATTACHING STEEL DECK TO STEEL SUPPORTS1

FASTENER FACTOR

PANEL THICKNESS (IN.)

0.0598 (16 GAGE)

0.0474 (18 GAGE)

0.0418 (19 GAGE)

0.0358 (20 GAGE)

0.0295 (22 GAGE)

X-ENP-19 L15 Qf 3149 2529 2243 1933 1603

Sf 0.0044 0.0040 0.0037 0.0034 0.0031

X-EDN19-THQ12 Qf 2924 2348 2083 1795 1489

Sf 0.0051 0.0057 0.0061 0.0066 0.0073

X-EDNK22-THQ12 Qf 2924 2348 2083 1795 1489

Sf 0.0051 0.0057 0.0061 0.0066 0.0073

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 inch/kip = 5.7 mm/kN.

1Refer to notes following Table 23 for additional installation and design requirements.

TABLE 22—ALLOWABLE (ASD) TENSION PULLOUT LOADS TO RESIST TENSION (UPLIFT) LOADS FOR STEEL DECK PANELS ATTACHED WITH X-EDNK22 THQ12, X-EDN19 THQ12 OR X-ENP-19 L15FASTENERS (pounds) 1, 2

FASTENER BASE MATERIAL THICKNESS, in.

1/8 3/16

1/4 5/16

3/8 1/2

3 ≥ 5/8 4

ASTM A 36 (Fy = 36 ksi, Fu = 58 ksi)

X-EDNK22 THQ12 435 520 520 - - - -

X-EDN19 THQ12 - 340 440 540 540 - -

X-ENP-19 L15 - - 905 1,010 1,125 1,010 965

ASTM A 572 or A 992 Grade 50 (Fy = 50 ksi, Fu = 65 ksi)

X-EDNK22 THQ12 445 560 560 - - - -

X-EDN19 THQ12 - 340 475 575 585 - -

X-ENP-19 L15 - - 975 1,090 1,205 1,090 1,040

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 ksi = 6.89 MPa.

1Tabulated allowable (ASD) values based upon a safety factor (Ω) of 5.0. To obtain LRFD pullout capacities, the tabulated values must be multiplied by 1.6. 2Unless otherwise noted, the tabulated pullout values are based on minimum penetration of fasteners of 9/16-inch for the X-EDNK22 and X-ENP-19 fasteners and 1/2-inch for the X-EDN19 fastener. 3Tabulated pullout capacities in 1/2-inch steel based upon a minimum point penetration of 1/2-inch. If 1/2-inch point penetration is not achieved, but a point penetration of at least 3/8-inch is obtained, the tabulated value must be multiplied by a factor of 0.63. 4Tabulated pullout capacities in greater than or equal to 5/8-inch steel based upon a minimum point penetration of 1/2-inch. If 1/2-inch point penetration is not achieved, but a point penetration of at least 3/8-inch is obtained, the tabulated value must be multiplied by a factor of 0.82.


TABLE 23—ALLOWABLE TENSION PULLOVER LOADS TO RESIST TENSION (UPLIFT) LOADS FOR STEEL DECK PANELS ATTACHED WITH X-EDNK22 THQ12, X-EDN19 THQ12 OR X-ENP-19 L15 FASTENERS (pounds) 1, 2

FASTENER BASE STEEL THICKNESS,

in.

DECK GAGE (in.)

No. 22 (0.0295)

No. 20 (0.0358)

No. 18 (0.0474)

No. 16 (0.0598)

X-EDNK22-THQ12 1/8 ≤ tf ≤ 1/4 315 380 505 640

X-EDN19-THQ12 3/16 ≤ tf ≤ 3/8 315 380 505 640

X-ENP-19 L15 ≥ 1/4 660 705 805 880

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.

1Tabulated allowable (ASD) values are based upon a safety factor (Ω) of 3.0. To obtain LRFD pullout capacities, the tabulated values must be multiplied by 1.6. 2Based upon minimum ASTM A 653 SS Grade 33 (fy = 33 ksi, fu = 45 ksi) steel deck.

Note: To be used with X-ENP-19 L15 fasteners. X-ENP-19 Nailhead standoff (hNVS) must be as shown in Figure 7

FIGURE 6—SDK2 SEALING CAP


FOOTNOTES TO TABLES 2 THROUGH 23

1. Hilti X-ENP-19 L15, X-EDN19 THQ12 or X-EDNK22 THQ12 fasteners are used at all panel ends, interior supports and deck edges parallel to the deck corrugations. The sides of adjacent panels parallel to the corrugations are lapped by nesting or interlocking and then fastened with a minimum No. 10 self-drilling steel screws as described in Section 3.7 or button punched.

2. Evenly spaced seam connectors per span length excluding those at supports.

3. The following assumptions apply to the attached tables: a. The deck sheet length is assumed to equal the span

times the number of spans. b. All tables are based on a three span condition. c. For steel deck diaphragms in Tables 2 - 8, the number

of diaphragm edge fasteners at walls or transfer zones parallel to the deck corrugations is assumed to equal the same number of stitch or sidelap connectors at interior sidelaps.

d. For concrete filled diaphragms in Tables 10 – 15, the number of edge fasteners at walls or transfer zones parallel to the deck corrugations shall not exceed 30 inches (762 mm) on center.

4. Tables 2 – 6, 10, and 12 - 13 apply to intermediate and wide rib 1-1/2-inch (38 mm) deep metal deck with a flute pitch of 6 inches provided adequate space is available for fastener placement.

5. Tables 7 - 8, 11 and 14 – 15 apply to 2-inch and 3-inch deep metal decking with flute pitch of 12 inches, provided adequate space is available for fastener placement.

6. For Tables 10-15, No.10 screws or larger may be substituted for the specified button punches.

7. The embedment of Hilti fasteners into the structural support member is such that the standoff dimension, hNVS in Figures 7 – 8 is obtained.

8. Hilti fasteners shall be centered not less than 1 inch (25 mm) from the panel ends and not less than 5/16 inch (7.9 mm) from the panel edges parallel to corrugations at the sidelaps.

9. Diaphragm deflections must be considered in the design. Table 24 describes diaphragm limitations. a. Flexibility Factor F is defined as the average micro-

inches a diaphragm web will deflect in a span of one foot under a shear load of one pound per foot. F = 1000/G', micro-inches/pound (μm/N)

b. The general deflection equation is: d2y = M / EI + q / B G’ d x2 For a uniformly loaded rectangular diaphragm on a simple span, the maximum deflection at the centerline of the diaphragm is: ∆ = 5(1728)qL4 / 384 EI + qLF/ 106

(For SI: 5(1000)4 qL4 / 384 EI + qLF/106)

∆ = Diaphragm deflection, inches (mm).

q = Wind or seismic load, kips per lineal foot (N/m)

qave = Average shear in diaphragm in pounds per foot (N/m) over length L.

L = Length of diaphragm normal to load, feet (m).

B = Width of diaphragm parallel to load, feet (m).

E = Modulus of elasticity of supporting steel chord material, pounds per square inch (kPa).

I = Moment of inertia, inches4 (mm4). Diaphragm deflection equations provided apply to rectangular symmetrical diaphragms only. Nonrectangular diaphragms, nonsymmetrical diaphragms with re-entrant corners or diaphragms subjected to torsional loadings require special design considerations.

c. Roof diaphragms supporting masonry or concrete walls shall have their deflections limited to the following: ∆ = H2 fc / 0.01E t

(For SI: 694,000 H2f′c / EI)

∆ = Deflection of top of bolt, inches (mm).

H = Wall height, feet (mm).

T = Thickness of the wall, inches (mm).

E = Modulus of elasticity of the wall material, pounds per square inch (kPa).

fc = Allowable flexural compressive strength of the wall material, pounds per square inch (kg/m3). For masonry fc = 0.33f’m; for concrete fc = 0.45f’c.

10. All end perimeter and interior members and their attachments must be designed to resist all applied loads.

FIGURE 7—NAIL HEAD STANDOFF (hNVS) FOR X-ENP-19 L15 FASTENER

FIGURE 8—NAIL HEAD STANDOFF (hnvs) FOR X-EDN19 THQ12 AND X-EDNK22 THQ12

FASTENERS


694,000 2H f

Etc

H f

Etc

2

.01

TABLE 24—DIAPHRAGM FLEXIBILITY LIMITATION1,2,3,4,5

F

MAXIMUM SPAN IN FEET FOR

MASONRY OR CONCRETE WALLS

SPAN-DEPTH LIMITATION

Rotation Not Considered In Diaphragm Rotation Considered In Diaphragm

Masonry or Concrete Walls Flexible Walls Masonry or Concrete Walls Flexible Walls

More than 150 Not used Not used 2:1 Not used 11/2:1

70-150 200 2:1 or as required for deflection 3:1 Not used 2:1

10-70 400 21/2:1 or as required for deflection 4:1 As required for deflection 21/2:1

1-10 No limitation 3:1 or as required for deflection 5:1 As required for deflection 3:1

Less than 1 No limitation As required for deflection No limitation As required for deflection 31/2:1

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 plf = 14.594 N/m, 1 psi = 6894 Pa.

1Roof diaphragms shall be investigated regarding their flexibility and suggested span-depth ratio. Refer to the Tables for determination of F. 2When diaphragms are supporting masonry or concrete walls, the maximum deflection of the diaphragm should be computed using the loads in UBC Section 1612.3.1 and it should be limited to the amount δwall given by the following formula in inches (mm):

δwall = For SI:

where:

H = Unsupported height of wall, in feet (m) t = Thickness of wall, in inches (mm) E = Modulus of Elasticity of wall material for deflection determination, in pounds per square inch. (MPa) fc = Allowable compressive strength of wall material in flexure, in pounds per square inch (MPa). (fc = .45 f c for concrete and

fm = .33 f m for masonry)

3When applying these limitations to cantilever diaphragms, the suggested span-depth ratio shall be 1/2 of those shown. 4The total deflection ∆ of the diaphragm in inches (mm) shall be computed from the equation.

∆ = ∆f + ∆w. where: ∆f = Flexural deflection of the diaphragm in inches (mm) determined in the same manner as the deflection of beams.

∆w = The web deflection is determined by the equation

∆w = LlqaveF/106 (LlqaveF/175)

where: ∆w = Shear deflection of diaphragm web, in inches (mm) over span Ll

∆w = Shear deflection of diaphragm web, in inches (mm) over span Ll

F = Flexibility factor (the average micro inches a diaphragm web will deflect on a span of one foot under a shear load of one pound per foot.

Ll = Span between points for which deflection is determined, in feet (m). qave = Average required shear, in pounds per foot (KN/m) over span Ll

5Diaphragm classification (flexible or rigid) and deflection limits shall comply with Section 2.3.

icc-es evaluation report esr-2197*

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