esr-2197 - hilti, inc

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ICC‐ES Evaluation Report ESR‐2197Reissued 12/2017

This report is subject to renewal 12/2018.ICC‐ES | (800) 423‐6587 | (562) 699‐0543 | www.icc‐es.org

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DIVISION: 05 00 00—METALS

SECTION: 05 05 23—METAL FASTENINGS

SECTION: 05 31 00—STEEL DECKING

REPORT HOLDER:

HILTI, INC.

7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024

EVALUATION SUBJECT:

BARE STEEL DECK AND CONCRETE‐FILLED STEEL DECK DIAPHRAGMS ATTACHED

WITH HILTI X‐HSN 24, X‐EDNK22 THQ12, X‐EDN19 THQ12 OR X‐ENP‐19 L15

POWDER‐DRIVEN FRAME FASTENERS

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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 © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 24

ICC-ES Evaluation Report ESR-2197 Reissued December 2017

This report is subject to renewal December 2018.

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. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com [email protected]

EVALUATION SUBJECT:

BARE STEEL DECK AND CONCRETE-FILLED STEEL DECK DIAPHRAGMS ATTACHED WITH HILTI X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 OR X-ENP-19 L15 POWDER-DRIVEN FRAME FASTENERS

1.0 EVALUATION SCOPE

Compliance with the following codes:

2012, 2009 and 2006 International Building Code® (IBC)

Property evaluated:

Structural

2.0 USES

Hilti X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 and X-ENP-19 L15 powder-driven frame 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 B633-07, SC 1, Type III.

The X-HSN 24 fasteners are manufactured from hardened carbon steel with an electroplated zinc coating complying with ASTM B633, SC 1, Type III. The fasteners are 0.960 inch (24.4 mm) long, with a 0.157-inch-diameter (4.0 mm), fully knurled tip and tapered shank. The X-HSN 24 fasteners have a dome-style head and a premounted 0.472-inch-diameter (12 mm) steel top hat washer with red plastic collation strip. See Table 1 for fastener drawings.

The X-EDNK22 THQ12 and X-EDN19 THQ12 fasteners are 0.960 inch (24.4 mm) and 0.827 inch (21.0 mm) long, respectively. 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.

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. See Table 1 for fastener drawings.

3.2 Steel Deck Panels:

Bare steel and concrete-filled decks must have nominally 11/2-, 2- or 3-inch-deep flutes and must have nestable-type or interlocking-type (standing seam) sidelaps. The decks must conform to the requirements of ASTM A653 SS, Grade 33 (minimum), with minimum G60 galvanized coating. Bare steel decks may also be painted or phosphatized steel complying with ASTM A1008-12 SS, Grade 33 (minimum). Concrete-filled steel decks must have deck embossments or indentations for positive interlock with concrete fill.

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 steel deck panels must have a width of 36 inches (914 mm) with flutes spaced 6 inches (152 mm) on center.

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 steel deck panels must have a width of 36 inches (914 mm) with flutes spaced 12 inches (305 mm) on center.

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)]. The steel deck 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.

3.3 Concrete Fill:

Concrete fill must be either normal weight [145 lb/ft3 (2323 kg/m3)] or lightweight [110 lb/ft3 (1782 kg/m3)] with aggregate conforming to ASTM C33 or ASTM C330, and have a minimum 28-day compressive strength, f′c, of 3,000 psi (20.7 MPa). Concrete fill must be specified in accordance with the applicable code.

3.4 Reinforcement (Temperature and Shrinkage):

For the 2012 IBC, welded plain wire reinforcement must comply with ASTM A1064-10 (see ACI 318-11). For the

ESR-2197 | Most Widely Accepted and Trusted Page 2 of 24

2009 and 2006 IBC, welded plain wire reinforcement must consist of plain wires conforming to ASTM A82-07 fabricated into sheets in accordance with ASTM A185-07 (see ACI 318-08 and ACI 318-05). Wire must be embedded 1 inch (25.4 mm) from the top surface of the concrete slab. Table 16 provides the minimum welded wire reinforcement for allowable concrete-filled diaphragm shears.

3.5 Welded Shear Stud Connectors:

Welded shear stud connectors must have diameters of at least 3/4 inch (19.1 mm) and lengths complying with Table 17. Shear studs must conform to the requirements of the American Welding Society (AWS) Structural Welding Code—Steel, AWS D1.1, and have a minimum tensile strength of 65 ksi (450 MPa). Studs at shear transfer points within the diaphragm or at perimeters must be spaced as required in Table 15. Stud shear connectors may be substituted 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 flattened 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 C1513 requirements and manufactured by Hilti, Inc. These fasteners are recognized in ICC-ES evaluation report ESR-2196.

3.8 Supports:

Structural steel supports must comply with the minimum strength requirements of ASTM A36, ASTM A572 Grade 50, or ASTM A992. See Table 1 for applicable thicknesses of structural steel supports used with Hilti powder-driven frame fasteners.

4.0 DESIGN AND INSTALLATION

4.1 Design:

Design information for steel deck panels attached to structural steel supports with Hilti X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 and X-ENP-19 L15 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 13 for concrete-filled steel deck diaphragms. Nominal shear and flexibility factors for the fasteners are provided in Table 18. Allowable uplift loads for fasteners must be the lower of the allowable pullout or pullover strength provided in Tables 19 and 20. The notes after Table 20 describe additional design requirements and limitations.

The diaphragm design must take into account the following considerations:

1. Diaphragm classification (flexible or rigid) must comply with Section 1602 of the IBC; the diaphragm deflection (∆) must be calculated using the equations noted in the table on diaphragm flexibility limitations (Table 21).

2. Diaphragm flexibility limitations must comply with Table 21.

3. Diaphragm deflection limits must comply with Sections 12.10.1 and 12.2.2 of ASCE 7.

4. Horizontal shears must be distributed in accordance with Section 12.8.4 of ASCE 7.

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 values in Tables 2 through 8 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, in the applicable edition of the North American Specification for the Design of Cold-Formed Steel Structural Members.

Allowable strength design (ASD) diaphragm capacities in Tables 10 through 13 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:

Frame 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. 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-HSN 24, X-EDNK 22 THQ12, X-EDN19 THQ12 or X-ENP-19 L15 fasteners, as 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.

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

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

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

5.5 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.

5.6 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.

5.7 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

6.1 Data in accordance with the ICC-ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43), dated October 2010 (editorially revised September 2013).

6.2 Data in accordance with the ICC-ES Acceptance Criteria for Fasteners Power-driven into Concrete, Steel and Masonry Elements (AC70), dated February 2013.

7.0 IDENTIFICATION

The Hilti X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 and X-ENP-19 L15 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).


TABLE TABLE OF CONTENTS PAGE

1 Table 1—Frame Fastener Selector Guide for the X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12, and X-ENP-19 L15 fasteners

5

ALLOWABLE DIAPHRAGM SHEARS AND FLEXIBILITY FACTORS FOR BARE DECKS

2 & 3 11/2-inch-deep decks with 6-inch on center flutes Hilti X-HSN 24, X-EDNK22 THQ12 or X-EDN19 THQ12 frame fasteners (36/5, 36/7, 36/9 and 36/11 patterns) Minimum No. 10 Screw Sidelaps

6 & 7

4 11/2-inch-deep decks with 6-inch on center flutes Hilti X-ENP-19 L15 frame fasteners (36/7, 36/9, and 36/11 patterns) Minimum No. 10 Screw Sidelaps

8

5 11/2-inch-deep decks with 6 inch on center flutes Hilti X-HSN 24, X-EDNK22 THQ12 or X-EDN19 THQ12 frame fasteners (36/7, 36/9, and 36/11 patterns) Button Punch Sidelaps

9

6 11/2-inch-deep decks with 6-inch on center flutes Hilti X-ENP-19 L15 frame fasteners (36/7 pattern) Button Punch Sidelaps

10

7 3-inch-deep decks with 8-inch on center flutes Hilti X-ENP-19 L15 frame fasteners (24/4 pattern) Minimum No. 10 Screw Sidelaps

11

8 3-inch-deep decks with 8-inch on center flutes Hilti X-ENP-19 L15 frame fasteners (24/4 pattern) Button Punch Sidelaps

12

ALLOWABLE DIAPHRAGM SHEARS BASED ON BUCKLING

9 11/2 -inch deep decks with 6-inch on center flutes and 3-inch deep decks with 8-inch on center flutes

13

ALLOWABLE DIAPHRAGM SHEARS AND FLEXIBILITY FACTORS FOR CONCRETE FILLED DECKS

10

11/2–inch-deep decks with 6-inch on center flutes Lightweight Concrete (21/2″, 3

1/4″, 41/2″ topping thicknesses)

Hilti X-HSN 24, X-EDNK22 THQ12 , X-EDN19 THQ12 or X-ENP-19 L15 frame fasteners (36/4 pattern) Button Punch Sidelaps

14

11

2- or 3-inch-deep decks with 12-inch on center flutes Lightweight Concrete (2″, 31/4″, 4″ and 5″ topping thicknesses) Hilti X-HSN 24, X-EDNK22 THQ12 , X-EDN19 THQ12 or X-ENP-19 L15 frame fasteners (36/4 pattern) Button Punch Sidelaps

15

12

11/2–inch-deep decks with 6-inch on center flutes Normal Weight Concrete (21/2″, 3

1/2″, 41/2″ and 51/2″ topping thicknesses)

Hilti X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 or X-ENP-19 L15 frame fasteners (36/4 pattern) Button Punch Sidelaps

16

13

2- or 3-inch-deep decks with 12-inch on center flutes Normal Weight Concrete (2″, 3″, 4″ and 5″ topping thickness) Hilti X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 or X-ENP-19 L15 frame fasteners (36/4 pattern) Button Punch Sidelaps

17

MISCELLANEOUS

14 Deck types for concrete-filled diaphragms with welded shear stud connectors 18

15 Allowable diaphragm shears and flexibility factors for normal weight and lightweight concrete fills with welded shear stud connectors

19

16 Minimum welded wire reinforcement for tabulated shear values 20

17 Typical length of exterior or interior welded shear stud connectors 21

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

21

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

21

20 Allowable (ASD) Tension Pullover loads to resist Tension (uplift) loads for steel decks attached with X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 or X-ENP-19 L15 fasteners

22

Footnotes to Tables 2 through 20 23

21 Table 21 – Diaphragm Flexibility Limitation 24


FIGURE

1 11/2" B Deck – 36″ Wide (Type A) 18

2 2″ Deck – 36″ Wide (Type B) 18

3 3″ Deck – 36″ Wide (Type C) 18

4 Welded Shear Stud Connectors at Supports Parallel to Flutes 20

5 Welded Shear Stud Connectors at Supports Perpendicular to Flutes 20

6 SDK2 Stainless Steel Sealing Cap 22

7 Nail Head Standoff (hNVS) for X-ENP-19 L15 fasteners 23

8 Nail Head Standoff (hNVS) for X-HSN 24, X-EDNK22 THQ12 and X-EDN19 THQ12 fasteners 23

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 ≤ 3/8 in.

X-HSN 24

Tables 2, 3, 5, 9

Tables 10-13,

15

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

X-EDNK22 THQ12

Tables 2, 3, 5, 9

Tables 10-13,

15

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

X-EDN19 THQ12

Tables 2, 3, 5, 9

Tables 10-13,

15

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 10-13,

15

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-HSN 24 and X-EDN19 THQ12 fastener with steel thicknesses greater than 5/16 inch. In this case, the tensile strength for the X-HSN 24 fastener must range from 58 to 75 ksi and for the X-EDN19 THQ12 fastener must range from 58 to 68 ksi. Base metal must comply with minimum strength requirements of ASTM A36.

2Reference Figure 6 for information regarding the use of the SDK2 sealing cap.


TABLE 2—ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb)1,2

DECK: 11/2 -INCH DEEP, 6-INCH ON CENTER FLUTES (see figures below)

FRAME FASTENERS: HILTI X-HSN 24, X-EDNK22 THQ12 OR X-EDN19 THQ12 (see applicable patterns below)

SIDELAP CONNECTIONS: MINIMUM No. 10 SELF-DRILLING SCREW (see Section 3.7)

PATTERN 36/7 PATTERN 36/9 PATTERN 36/11

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

4′-0″ 5′-0″ 6′-0″ 7′-0″ 8′-0″ 9′-0″ 10′-0″

FASTENERS PER SHEET TO SUPPORT

7 9 11 7 9 11 7 9 11 7 9 11 7 9 11 7 9 11 7 9 11

22

Screws @ 12″ o.c.

q 508 667 767 461 596 676 428 544 611 404 506 563 386 476 522 371 452 492 359 432 468

F 18.7 18.1 17.8 16.8 16.2 15.9 15.6 15.0 14.7 14.7 14.2 13.9 14.1 13.5 13.3 13.6 13.1 12.8 13.2 12.7 12.5

Screws @ 8″ o.c.

q 596 748 856 555 684 772 526 638 713 504 603 668 488 577 634 474 555 606 464 538 584

F 18.0 17.6 17.4 16.0 15.6 15.4 14.6 14.3 14.1 13.7 13.4 13.2 13.0 12.7 12.5 12.4 12.2 12.0 12.0 11.7 11.6

Screws @ 6″ o.c.

q 673 819 938 637 763 861 611 722 806 593 691 765 578 667 734 566 648 708 557 632 688

F 17.5 17.3 17.1 15.4 15.2 15.1 14.1 13.8 13.7 13.1 12.9 12.8 12.3 12.1 12.0 11.8 11.6 11.5 11.3 11.1 11.0

20

Screws @ 12″ o.c.

q 614 806 926 558 720 816 518 658 738 489 612 681 467 576 635 449 547 595 435 523 566

F 13.4 12.9 12.6 12.3 11.8 11.5 11.6 11.1 10.8 11.1 10.6 10.4 10.8 10.3 10.1 10.5 10.1 9.8 10.3 9.9 9.7

Screws @ 8″ o.c.

q 721 903 1034 671 827 933 636 771 861 610 730 808 590 697 766 574 672 734 562 650 707

F 12.7 12.4 12.2 11.5 11.2 11.0 10.8 10.5 10.3 10.2 9.9 9.8 9.8 9.5 9.4 9.5 9.2 9.1 9.2 9.0 8.9

Screws @ 6″ o.c.

q 814 990 1133 770 922 1041 740 873 975 717 836 926 700 807 887 686 784 857 674 765 832

F 12.3 12.1 12.0 11.1 10.9 10.7 10.2 10.0 9.9 9.6 9.5 9.4 9.2 9.0 9.0 8.9 8.7 8.6 8.6 8.5 8.4

18

Screws @ 12″ o.c.

q 807 1057 1215 733 945 1071 682 864 970 644 804 895 615 757 837 592 720 789 573 690 747

F 8.7 8.2 8.0 8.2 7.8 7.5 8.0 7.5 7.3 7.8 7.4 7.1 7.7 7.3 7.1 7.6 7.2 7.0 7.5 7.2 7.0

Screws @ 8″ o.c.

q 948 1186 1358 883 1086 1226 837 1014 1132 803 960 1063 778 918 1009 757 884 966 740 857 931

F 8.1 7.8 7.7 7.6 7.3 7.1 7.2 7.0 6.8 7.0 6.7 6.6 6.8 6.6 6.5 6.7 6.5 6.3 6.6 6.4 6.3

Screws @ 6″ o.c.

q 1070 1300 1489 1013 1212 1368 974 1148 1282 944 1100 1218 922 1062 1168 904 1032 1128 889 1007 1096

F 7.7 7.5 7.4 7.2 7.0 6.9 6.8 6.6 6.5 6.5 6.4 6.3 6.3 6.2 6.1 6.2 6.0 5.9 6.0 5.9 5.8

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 following Table 20 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.



DECK: 11/2 -INCH DEEP, 6-INCH ON CENTER FLUTES (see figure below)

FRAME FASTENERS: HILTI X-HSN 24, X-EDNK22 THQ12 OR X-EDN19 THQ12 (see applicable pattern below)


PATTERN 36/5

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

4′-0″ 5′-0″ 6′-0″ 7′-0″ 8′-0″ 9′-0″ 10′-0″


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







FRAME FASTENERS: HILTI X-ENP-19 L15 (see applicable patterns below)


PATTERN 36/7 PATTERN 36/9 PATTERN 36/11

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

4′-0″ 5′-0″ 6′-0″ 7′-0″ 8′-0″ 9′-0″ 10′-0″


7 9 11 7 9 11 7 9 11 7 9 11 7 9 11 7 9 11 7 9 11

22

Screws @ 12″ o.c.

q 533 705 811 481 627 712 445 571 642 419 529 589 399 495 543 383 468 510 370 446 484

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

Screws @ 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 14.9 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 11.1

Screws @ 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 12.4 12.1 11.8 11.7 11.5 11.3 11.2 11.1 10.9 10.7

20

Screws @ 12″ 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

Screws @ 8″ o.c.

q 753 951 1090 698 867 979 659 806 900 630 760 842 608 724 796 591 696 760 577 672 731

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

Screws @ 6″ o.c.

q 849 1040 1191 801 965 1089 766 910 1016 741 869 962 721 837 919 706 811 886 693 790 859

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

Screws @ 12″ o.c.

q 846 1117 1285 765 994 1129 709 906 1019 667 840 937 635 790 874 610 749 818 590 713 773

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

Screws @ 8″ o.c.

q 990 1249 1430 918 1139 1286 867 1059 1183 830 999 1107 801 953 1048 779 916 1001 760 885 963

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

Screws @ 6″ o.c.

q 1116 1366 1564 1053 1268 1431 1009 1197 1336 976 1143 1265 950 1101 1210 930 1068 1167 914 1040 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







FRAME FASTENERS: HILTI X-HSN 24, X-EDNK22 THQ12 OR X-EDN19 THQ12 (see applicable patterns below)

SIDELAP CONNECTIONS: BUTTON PUNCH (see Section 4.2)

PATTERN 36/7 PATTERN 36/9

PATTERN 36/11

GAGE SIDELAP

CONNECTION FACTOR

SPAN (FT – IN.)

5′-0″ 6′-0″ 7′-0″ 8′-0″ 9′-0″ 10′-0″


7 9 11 7 9 11 7 9 11 7 9 11 7 9 11 7 9 11

22

Button Punch @ 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


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


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


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


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


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


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


q 667 882 1004 613 798 900 573 735 823 543 687 757 519 643 705 500 608 663

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


q 752 963 1091 701 883 990 664 823 916 635 777 858 612 741 813 594 711 771

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






DECK: 11/2 -INCH DEEP, 6-INCH ON CENTER FLUTES (see figure below)

FRAME FASTENERS: HILTI X-ENP-19 L15 (see applicable pattern below)


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


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




PATTERN 36/7



DECK: 3-INCH DEEP, 8-INCH ON CENTER FLUTES (see figure below)



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






DECK: 3-INCH-DEEP, 8-INCH ON CENTER FLUTES (see figure below)



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





TABLE 9—ALLOWABLE DIAPHRAGM SHEARS (ASD), qa (POUNDS PER LINEAL FOOT) FOR BUCKLING AND LRFD DIAPHRAGM SHEARS, qf (POUNDS PER LINEAL FOOT), BASED ON BUCKLING OF STANDARD 11/2 –INCH-DEEP FLUTES, 6-INCHES CENTER-TO-CENTER STEEL DECK AND STANDARD 3–INCH-DEEP FLUTES,

8 INCHES CENTER-TO-CENTER STEEL DECK 1,2,3

STEEL DECK TYPE

DECK GAGE

Minimum Moment of Inertia4, I

in4/ft

SPAN (FT - IN.)

3′-0″ 4′-0″ 5′-0″ 6′-0″ 7′-0″ 8′-0″ 9′-0″ 10′-0″ 11′-0″ 12′-0″

ASD, qa

Standard 11/2-inch Deep Flutes,

6 Inches Center-to-Center

22 0.152 8,444 4,750 3,040 2,111 1,551 1,188 938 760 628 528

20 0.198 11,000 6,188 3,960 2,750 2,020 1,547 1,222 990 818 688

18 0.284 15,778 8,875 5,680 3,944 2,898 2,219 1,753 1,420 1,174 986

16 0.355 19,702 11,094 7,100 4,931 3,622 2,773 2,191 1,775 1,467 1,233

Standard 3-Inch Deep Flutes,


22 0.551 30,611 17,219 11,020 7,653 5,622 4,305 3,401 2,755 2,277 1,913

20 0.714 39,667 22,313 14,280 9,917 7,286 5,578 4,407 3,570 2,950 2,479

18 1.036 57,556 32,375 20,720 14,389 10,571 8,094 6,395 5,180 4,281 3,597

16 1.295 71,944 40,469 25,900 17,986 13,214 10,117 7,994 6,475 5,351 4,497

LRFD, qf

Standard 11/2-inch Deep Flutes,


22 0.152 13,511 7,600 4,864 3,378 2,482 1,900 1,501 1,216 1,005 844

20 0.198 17,600 9,900 6,336 4,400 3,233 2,475 1,956 1,584 1,309 1,100

18 0.284 25,244 14,200 9,088 6,311 4,637 3,550 2,805 2,272 1,878 1,578

16 0.355 31,556 17,750 11,360 7,889 5,796 4,438 3,506 2,840 2,347 1,972

Standard 3-inch Deep Flutes,


22 0.551 48,978 27,550 17,632 12,244 8,996 6,888 5,442 4,408 3,643 3,061

20 0.714 63,467 35,700 22,848 15,867 11,657 8,925 7,052 5,712 4,721 3,967

18 1.036 92,089 51,800 33,152 23,022 16,914 12,950 10,232 8,288 6,850 5,756

16 1.295 115,111 64,750 41,440 28,778 21,143 16,188 12,790 10,360 8,562 7,194

For SI: 1 inch = 25.4 mm, 1 ksi = 6.89 MPa, 1 plf = 0.0146 N/mm, 1 in4/ft = 1,368 mm4/mm.

1Load values are based upon a safety factor (Ω) of 2.00 for ASD or a resistance factor (ϕ) of 0.80 for LRFD.

2Diaphragm shears in this table are for steel deck buckling failure mode only and are to be used as prescribed in Section 4.1 of this report. If design condition is not tabulated, diaphragm shears for buckling may be calculated using the following equations:

For ASD, Sbuckling = (I*106/(lv)2)/2.0 ; For LRFD, Sbuckling = (I*106/(lv)

2)*0.8

3Diaphragm resistance must be limited to lesser of values in this table and the corresponding respective ASD and LRFD shear capacities shown in Tables 2 through 8 or calculated per Section 4.1 of this report.

4The tabulated moment of inertia, I, is the required gross moment of inertia of the steel deck panels about the horizontal neutral axis of the panel cross section.

ESR-2197 | Most Widely Accepted and Trusted Page 14 of 24 TABLE 10—ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb)1,2,3,4,5

DECK: 11/2-INCH DEEP, 6-INCH ON CENTER FLUTES (see figure below)

FRAME FASTENERS: HILTI X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 or X-ENP-19 L15

(see applicable pattern below)


CONCRETE FILL: LIGHTWEIGHT (see Section 3.3)

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

LightweightConcrete

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

31/4″ 3,000 psi

LightweightConcrete

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

41/2″ 3,000 psi

LightweightConcrete

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 following Table 20 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. 5 For LRFD, multiply the tabulated “q” value by 1.63.


TABLE 11—ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb)1,2,3,4,5

DECK: 2 OR 3-INCH-DEEP, 12-INCH ON CENTER FLUTES (see figure below)




CONCRETE FILL: LIGHTWEIGHT (see Section 3.3)

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

LightweightConcrete

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

LightweightConcrete

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

4″ 3,000 psi

Lightweight

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

5″ 3,000 psi

Lightweight

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

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. 1Concrete cover depth as indicated in table above. 2Refer to footnotes following Table 20 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. 5For LRFD, multiply the tabulated “q” value by 1.63.

2” or 3”



DECK: 11/2-INCH-DEEP, 6-INCH ON CENTER FLUTES (see figure below)




CONCRETE FILL: NORMAL WEIGHT (see Section 3.3)

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


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




DECK: 2- OR 3-INCH-DEEP, 12-INCH ON CENTER FLUTES (see figure below)

FRAME FASTENERS: HILTI X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 or X-ENP-19 L15 (see applicable pattern below)


CONCRETE FILL: NORMAL WEIGHT (see Section 3.3)

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

Concrete6

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


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


2” or 3”


TABLE 14—DECK TYPES FOR CONCRETE FILLED DIAPHRAGMS WITH WELDED SHEAR STUD CONNECTORS

DECK DECK TYPES GAGE FIGURE

11/2″ deep B deck – 36″ wide Type A Minimum 22 Figure 1

2″ deep – 36″ wide Type B Minimum 22 Figure 2

3″ deep – 36″ wide Type C Minimum 22 Figure 3

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

Notes:

1.) Steel deck panels must comply with Section 3.2. 2.) Refer to notes following Tables 15.


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)

ESR-2197 | Most Widely Accepted and Trusted Page 19 of 24 TABLE 15—ALLOWABLE DIAPHRAGM SHEARS (plf) AND FLEXIBILITY FACTORS (micro-inches/lb) FOR CONCRETE-FILLED STEEL

DECK DIAPHRAGMS ATTACHED WITH HILTI FASTENERS AND 3/4″ DIAMETER WELDED SHEAR STUD CONNECTORS 1-12

CONCRETE TYPES

CONCRETE THICKNESS,

dc13

Spacing of Stud Shear Connectors (inch)14, 15

F

12″ 16″ 18″ 24″ 30″ 32″ 36″

Normal Weight

(145 pcf)

2″ 3110 (1320)

3110 (1320)

3110 (1320)

3110 (1320)

3110 (1320)

3110 (1320)

2870 (1320)

0.40

21/2″ 3890

(1640) 3890

(1640) 3890

(1640) 3890

(1640) 3450

(1640) 3230

(1640) 2870

(1640) 0.32

3″ 4670 (1970)

4670 (1970)

4670 (1970)

4310 (1970)

3450 (1970)

3230 (1970)

2870 (1970)

0.26

31/2″ 5450

(2300) 5450

(2300) 5450

(2300) 4310

(2300) 3450

(2300) 3230

(2300) 2870

(2300) 0.23

4″ 6230 (2630)

6230 (2630)

5740 (2630)

4310 (2630)

3450 (2630)

3230 (2630)

2870 (2630)

0.20

41/2″ 7010

(2960) 6460

(2960) 5740

(2960) 4310

(2960) 3450

(2960) 3230

(2960) 2870

(2870) 0.18

6″ 8610 (3940)

6460 (3940)

5740 (3940)

4310 (3940)

3450 (3450)

3230 (3230)

2870 (2870)

0.13

Lightweight (110 pcf)

2″ 2920 (1120)

2920 (1120)

2920 (1120)

2920 (1120)

2920 (1120)

2920 (1120)

2870 (1120)

0.56

21/2″ 3650

(1400) 3650

(1400) 3650

(1400) 3650

(1400) 3650

(1400) 3230

(1400) 2870

(1400) 0.45

3″ 4380 (1680)

4380 (1680)

4380 (1680)

4310 (1680)

3450 (1680)

3230 (1680)

2870 (1680)

0.37

31/4″ 4740

(1820) 4740

(1820) 4740

(1820) 4310

(1820) 3450

(1820) 3230

(1820) 2870

(1820) 0.35

31/2″ 5110

(1960) 5110

(1960) 5110

(1960) 4310

(1960) 3450

(1960) 3230

(1960) 2870

(1960) 0.32

41/4″ 6200

(2370) 6200

(2370) 5740

(2370) 4310

(2370) 3450

(2370) 3230

(2370) 2870

(2370) 0.26

6″ 8610 (3350)

6460 (3350)

5740 (3350)

4310 (3350)

3450 (3350)

3230 (3350)

2870 (2870)

0.19

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.

1Reinforcement in each direction must have an area of 0.0025 times the area of fill above top of steel deck to use the tabulated values. Reinforcement in each direction must have an area of 0.00075 times the area of fill above top of steel deck to use the tabulated values in parenthesis. The common welded wire fabric of the size listed in Table 16 meets this requirement. 2Concrete fill must have a f′c = 3,000 psi minimum. 3See details in Figures 1, 2, and 3 for qualified deck types with location of minimum number of Hilti fasteners to supports perpendicular to flutes. 4Place reinforcement 1 inch below the top surface of the concrete. Welded wire reinforcement must have Fy ≥ 65 ksi. 5Minimum lap of welded wire reinforcement must be 12 inches. 6Sidelap connections must be a maximum of 36 inches on center. Sidelaps must be fastened using button punches or minimum No. 10 x 3/4-inch-long self-drilling steel screws. 7Shear stud connector diameter must be less than or equal to 2.5 times the steel support thickness unless shear stud connector is located directly over the support web. 8For local shear transfer within the field of the diaphragm to members parallel to deck flute, 3/4" shear stud connectors having an allowable shear value of 8,600 pounds per stud for normal weight concrete fills and 8,550 pounds per stud for lightweight concrete fills, must be used. 9Tabulated values must be multiplied by Φ/0.75 per Section 9.3.4 (b) of ACI 318, where Φ < 0.75. 10F = Flexibility factor (Deflection in micro-inches of 1-foot element under shear of 1 pound per foot.) 11Linear interpolation between shear stud connector spacing for a given concrete fill thickness is acceptable for determination of intermediate diaphragm shears and flexibility factors. 12Decks need not be embossed for composite slab shear transfer. 13Concrete fill thickness, dC (see Figures 4 and 5) is measured from the top of steel deck to the top of concrete. 14Stud shear connectors must have an installed length complying with Table 17. The maximum stud spacing noted in the table is for studs at the diaphragm perimeter. 15The maximum center-to-center spacing of stud shear connectors shall not exceed eight times the total slab thickness (td + dc, see Figures 4 and 5), nor 36 inches.


d c

d c

TABLE 16—MINIMUM WELDED WIRE REINFORCEMENT FOR TABULATED SHEAR VALUES

TABLE 15 CONCRETE THICKNESS, dc (inch)1 MINIMUM WELDED WIRE REINFORCEMENT FOR

TABULATED SHEAR VALUES

0.00075 times area of fill above top of steel deck

2″ to 3″ 6 x 6 – W1.4 x W1.4

31/4″ to 41/4″ 6 x 6 – W2.0 x W2.0

41/2″ to 6″ 6 x 6 – W2.9 x W2.9

0.0025 times area of fill above top of steel deck

2″ to 21/2″ 6 x 6 – W4.0 x W4.0

3″ to 4″ 4 x 4 – W4.0 x W4.0

41/4″ to 41/2″ 6 x 6 – W7.5 x W7.5

43/4″ to 6″ 4 x 4 – W6.0 x W6.0


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


FIGURE 4—WELDED SHEAR STUD CONNECTORS AT SUPPORTS PARALLEL TO FLUTES


FIGURE 5—WELDED SHEAR STUD CONNECTORS AT SUPPORTS PERPENDICULAR TO FLUTES

WELDED SHEAR STUD

CONNECTORS, SIZE, STRENGTH AND SPACING PER TABLE 17

WELDED SHEAR STUD

CONNECTORS, SIZE, STRENGTH AND SPACING PER TABLE 17


TABLE 17—TYPICAL LENGTH OF EXTERIOR OR INTERIOR WELDED SHEAR STUD CONNECTORS

td MINIMUM STUD LENGTH (ls) = td+11/2”

11/2″ 3″

2″ 31/2″

3″ 41/2″

For SI: 1 inch = 25.4 mm. Refer to footnotes on Page 23 following Table 20.

TABLE 18—NOMINAL SHEAR, Qf (LBS), AND FLEXIBILITY FACTORS, Sf (IN./KIP), FOR X-HSN 24, X-EDN19 THQ12, X-EDNK22 THQ12 OR X-ENP-19 L15 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-HSN 24 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

X-EDN19 THQ12 Qf 2924 2348 2083 1795 1489

Sf 0.0051 0.0057 0.0061 0.0066 0.0073

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

Sf 0.0031 0.0034 0.0037 0.0040 0.0044

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 inch/kip = 5.7 mm/kN. 1Refer to footnotes following Table 20 for additional installation and design requirements.

TABLE 19—ALLOWABLE (ASD) TENSION PULLOUT LOADS TO RESIST TENSION (UPLIFT) LOADS FOR STEEL DECK PANELS

ATTACHED WITH X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 OR X-ENP-19 L15 FASTENERS (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 A36 (Fy = 36 ksi, Fu = 58 ksi)

X-HSN 24 435 635 750 750 750 - -

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 A572 or A992 Grade 50 (Fy = 50 ksi, Fu = 65 ksi)

X-HSN 24 445 635 750 750 750 - -

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. The X-HSN 24 fastener tabulated values are based upon fastener stand-off dimensions meeting those shown in Figure 8. 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 20—ALLOWABLE TENSION PULLOVER LOADS TO RESIST TENSION (UPLIFT) LOADS FOR STEEL DECK PANELS ATTACHED WITH X-HSN 24, 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-HSN 24 1/8 ≤ tf ≤ 3/8 500 560 725 865

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 A653 SS Grade 33 (Fy = 33 ksi, Fu = 45 ksi) steel deck as described in Section 3.2 of this report.

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 20 1. Hilti, X-HSN 24, X-EDNK22 THQ12, X-EDN19 THQ12 or

X-ENP-19 L15 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 – 13, 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 apply to intermediate and wide rib 11/2-inch (38 mm) deep steel deck with a flute pitch of 6 inches provided adequate space is available for fastener placement.

5. Tables 7 – 8 apply to 3-inch deep steel deck with flute pitch of 8 inches and Tables 11-13 apply to 2-inch and 3-inch deep steel decking with flute pitch of 12 inches, provided adequate space is available for fastener placement.

6. For Tables 10 – 13, 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 21 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 wall, 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.

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

FIGURE 8—NAIL HEAD STANDOFF (hNVS) FOR X-HSN 24, X-EDNK22 THQ12

AND X-EDN19 THQ12 FASTENERS


TABLE 21— 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 ConcreteWalls

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


3:1

Less than 1 No limitation As required for

deflection No limitation


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.

1Diaphragms are to be investigated regarding their flexibility and recommended span-depth limitations. 2Diaphragms supporting masonry or concrete walls are to have their deflections limited to the following amount:

∆wall = Et

cfH

0.01

2

For SI: ∆wall = Et

cfH694,000 2

where: H = Unsupported height of wall in feet or millimeters. t = Thickness of wall in inches or millimeters. E = Modulus of elasticity of wall material for deflection determination in pounds per square inch or kilopascals. fc = Allowable compression strength of wall material in flexure in pounds per square inch or kilopascals. For concrete, fc = 0.45 f′c. For masonry, fc = Fb = 0.33 f′m. 3The total deflection ∆ of the diaphragm may be computed from the equation: ∆ = ∆f + ∆w. where: ∆f = Flexural deflection of the diaphragm determined in the same manner as the deflection of beams. ∆w = The web deflection may be determined by the equation:

∆w = 6

10

FLaveq For SI: ∆w =

175

F Laveq

where: L = Distance in feet between vertical resisting element (such as shear wall) and the point to which the

deflection is to be determined. qave = Average shear in diaphragm in pounds per foot or newtons per meter over length L. F = Flexibility factor: The average microinches or micrometers (μm) a diaphragm web will deflect in a span of 1 foot (m) under a shear of 1 pound per foot (N/m). 4When applying these limitations to cantilevered diaphragms, the allowable span-depth ratio will be half that shown. 5Diaphragm classification (flexible or rigid) and deflection limits must comply with Section 4.1.

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