DIVISION: METALS SECTION: METAL FASTENINGS SECTION: STEEL DECKING REPORT HOLDER: HILTI, INC.

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1 0 ICC-ES Report ICC-ES (800) (56) Most Widely Accepted and Trusted ESR-97 Reissued /5 This report is subject to renewal /7. DIVISION: METALS SECTION: METAL FASTENINGS SECTION: STEEL DECKING REPORT HOLDER: HILTI, INC. 750 DALLAS PARKWAY, SUITE 00 PLANO, TEXAS 7504 EVALUATION SUBJECT: BARE STEEL DECK AND CONCRETE-FILLED STEEL DECK DIAPHRAGMS ATTACHED WITH HILTI X-HSN 4, X-EDNK THQ, X-EDN9 THQ OR X-ENP-9 L5 POWDER-DRIVEN FRAME FASTENERS Look for the trusted marks of Conformity! 4 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of 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 5 ICC Evaluation Service, LLC All rights reserved.

2 ICC-ES Evaluation Report (800) (56) ESR-97 Reissued December 5 This report is subject to renewal December 7. A Subsidiary of the International Code Council DIVISION: METALS Section: Metal Fastenings Section: Steel Decking REPORT HOLDER: HILTI, INC. 750 DALLAS PARKWAY, SUITE 00 PLANO, TEXAS 7504 (800) EVALUATION SUBJECT: BARE STEEL DECK AND CONCRETE-FILLED STEEL DECK DIAPHRAGMS ATTACHED WITH HILTI X-HSN 4, X-EDNK THQ, X-EDN9 THQ OR X-ENP-9 L5 POWDER-DRIVEN FRAME FASTENERS.0 EVALUATION SCOPE Compliance with the following codes:, 09 and 06 International Building Code (IBC) Property evaluated: Structural.0 USES Hilti X-HSN 4, X-EDNK THQ, X-EDN9 THQ and X-ENP-9 L5 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. Power-driven Fasteners: The Hilti fasteners are manufactured from hardened carbon steel with an electroplated zinc coating conforming to ASTM B633-07, SC, Type III. The X-HSN 4 fasteners are manufactured from hardened carbon steel with an electroplated zinc coating complying with ASTM B633, SC, Type III. The fasteners are inch (4.4 mm) long, with a 0.57-inch-diameter (4.0 mm), fully knurled tip and tapered shank. The X-HSN 4 fasteners have a dome-style head and a premounted 0.47-inch-diameter ( mm) steel top hat washer with red plastic collation strip. See Table for fastener drawings. The X-EDNK THQ and X-EDN9 THQ fasteners are inch (4.4 mm) and 0.87 inch (.0 mm) long, respectively. Both fasteners have a dome-style head, a 0.47-inch-diameter (.0 mm) steel flat washer and a steel top hat washer. See Table for fastener drawings. The X-ENP-9 L5 fasteners are inch (3.8 mm) long with a 0.77-inch-diameter (4.5 mm) knurled, tapered shank fitted with two inch-diameter (5.0 mm) steel cupped washers. The X-ENP-9 L5 fasteners have a flattened head design to accept a sealing cap. See Table for fastener drawings. 3. Steel Deck Panels: Bare steel and concrete-filled decks must have nominally / -, - 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 A008- SS, Grade 33 (minimum). Concrete-filled steel decks must have deck embossments or indentations for positive interlock with concrete fill. The / -inch-deep (38 mm) steel deck panels must have minimum base-steel thicknesses of , , or inch (.5,.9, 0.9 or 0.76 mm) [59, 47, 35 or 9 mils (No. 6, 8, or gage)]. The steel deck panels must have a width of 36 inches (94 mm) with flutes spaced 6 inches (5 mm) on center. The -inch-deep (5 mm) steel deck panels must have minimum base-steel thicknesses of , , or inch (.5,.9,.06 or 0.9 mm) [59, 47, 4 or 35 mils (No. 6, 8, 9 or gage)]. The steel deck panels must have a width of 36 inches (94 mm) with flutes spaced inches (305 mm) on center. The 3-inch-deep (76 mm) steel deck panels must have minimum base-steel thicknesses of , 0.048, or inch (.,.06, 0.9 or 0.76 mm) [47, 4, 35 or 9 mils (No. 8, 9, or gage)]. The steel deck panels must have widths of 4 or 36 inches (60 and 94 mm), with flutes spaced 8 or inches (3 and 305 mm) on center, respectively. 3.3 Concrete Fill: Concrete fill must be either normal weight [45 lb/ft 3 (33 kg/m 3 )] or lightweight [0 lb/ft 3 (78 kg/m 3 )] with aggregate conforming to ASTM C33 or ASTM C330, and have a minimum 8-day compressive strength, f c, of (.7 MPa). Concrete fill must be specified in accordance with the applicable code. 3.4 Reinforcement (Temperature and Shrinkage): For the IBC, welded plain wire reinforcement must comply with ASTM A064-0 (see ACI 38-). For the 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 5 ICC Evaluation Service, LLC. All rights reserved. Page of 4 000

3 ESR-97 Most Widely Accepted and Trusted Page of 4 09 and 06 IBC, welded plain wire reinforcement must consist of plain wires conforming to ASTM A8-07 fabricated into sheets in accordance with ASTM A85-07 (see ACI and ACI 38-05). Wire must be embedded inch (5.4 mm) from the top surface of the concrete slab. Table 6 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 (9. mm) and lengths complying with Table 7. Shear studs must conform to the requirements of the American Welding Society (AWS) Structural Welding Code Steel, AWS D., 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 5. Stud shear connectors may be substituted for Hilti fasteners where their locations coincide. 3.6 Sealing Cap: The Hilti SDK sealing cap is made from SAE 36 stainless steel with a neoprene washer, and is intended to be installed over the flattened head of the X-ENP-9 L5 fastener. Figure 6 depicts the Hilti SDK sealing cap. 3.7 Sidelap : The screws for steel deck panel sidelap connections must be minimum No. 0 by 3 / 4 -inch-long (9. mm), HWH or HHWH, self-drilling steel screws conforming to ASTM C53 requirements and manufactured by Hilti, Inc. These fasteners are recognized in ICC-ES evaluation report ESR Supports: Structural steel supports must comply with the minimum strength requirements of ASTM A36, ASTM A57 Grade 50, or ASTM A99. See Table for applicable thicknesses of structural steel supports used with Hilti powder-driven frame fasteners. 4.0 DESIGN AND INSTALLATION 4. Design: Design information for steel deck panels attached to structural steel supports with Hilti X-HSN 4, X-EDNK THQ, X-EDN9 THQ and X-ENP-9 L5 fasteners is found in the tables of this report. Table 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 through 8 for bare-steel deck diaphragms, and in Tables 0 through 3 for concrete-filled steel deck diaphragms. Nominal shear and flexibility factors for the fasteners are provided in Table 8. Allowable uplift loads for fasteners must be the lower of the allowable pullout or pullover strength provided in Tables 9 and. The notes after Table describe additional design requirements and limitations. The diaphragm design must take into account the following considerations:. Diaphragm classification (flexible or rigid) must comply with Section 60 of the IBC; the diaphragm deflection ( ) must be calculated using the equations noted in the table on diaphragm flexibility limitations (Table ).. Diaphragm flexibility limitations must comply with Table. 3. Diaphragm deflection limits must comply with Sections.0. and.. of ASCE Horizontal shears must be distributed in accordance with Section.8.4 of ASCE 7. Allowable diaphragm shear values in Tables 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 through 8 must also be limited to the respective ASD (q a ) and LRFD (q f ) buckling diaphragm capacities found in Table 9. The diaphragm shear values in Tables through 8 may be increased for other applications as follows: DESIGN METHOD FOR MULTIPLY DIAPHRAGM SHEARS IN TABLE BY ASD Diaphragms subjected to wind loads or load combinations which.06 include wind loads ASD Diaphragms subject to all other load combinations.00 LRFD Diaphragms subjected to earthquake loads or load combinations which include.63 earthquake loads LRFD Diaphragms subjected to wind loads or load combinations which.75 include wind loads LRFD Diaphragms subject to all other load combinations.63 LRFD Concrete-filled diaphragms subjected to wind, earthquake or other load combinations.63 Conversion 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 0 through 3 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 Installation: Frame fastener selection must be in accordance with Table. 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 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 fasteners, as described in this report, comply with, or are suitable alternatives to what is specified in, those codes listed in Section.0 of this report, subject to the following conditions: 5. 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. 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..

4 ESR-97 Most Widely Accepted and Trusted Page 3 of 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-9 L5 fasteners, these fasteners may be used in conjunction with the SDK 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 5 of the code must be justified to the satisfaction of the code official. 6.0 EVIDENCE SUBMITTED 6. Data in accordance with the ICC-ES Acceptance Criteria for Steel Deck Roof and Floor Systems (AC43), dated October 0 (editorially revised September 3). 6. Data in accordance with the ICC-ES Acceptance Criteria for Fasteners Powerdriven into Concrete, Steel and Masonry Elements (AC70), dated February IDENTIFICATION The Hilti X-HSN 4, X-EDNK THQ, X-EDN9 THQ and X-ENP-9 L5 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-97).

5 ESR-97 Most Widely Accepted and Trusted Page 4 of 4 TABLE TABLE OF CONTENTS PAGE Table Frame Fastener Selector Guide for the X-HSN 4, X-EDNK THQ, X-EDN9 THQ, and X-ENP-9 L5 fasteners ALLOWABLE DIAPHRAGM SHEARS AND FLEXIBILITY FACTORS FOR BARE DECKS & / -inch-deep decks with 6-inch on center flutes Hilti X-HSN 4, X-EDNK THQ or X-EDN9 THQ frame fasteners (36/5, 36/7, 36/9 and 36/ patterns) Minimum No. 0 Screw Sidelaps / -inch-deep decks with 6-inch on center flutes Hilti X-ENP-9 L5 frame fasteners (36/7, 36/9, and 36/ patterns) Minimum No. 0 Screw Sidelaps / -inch-deep decks with 6 inch on center flutes Hilti X-HSN 4, X-EDNK THQ or X-EDN9 THQ frame fasteners (36/7, 36/9, and 36/ patterns) Sidelaps / -inch-deep decks with 6-inch on center flutes Hilti X-ENP-9 L5 frame fasteners (36/7 pattern) Sidelaps 3-inch-deep decks with 8-inch on center flutes Hilti X-ENP-9 L5 frame fasteners (4/4 pattern) Minimum No. 0 Screw Sidelaps 3-inch-deep decks with 8-inch on center flutes Hilti X-ENP-9 L5 frame fasteners (4/4 pattern) Sidelaps ALLOWABLE DIAPHRAGM SHEARS BASED ON BUCKLING 9 / -inch deep decks with 6-inch on center flutes and 3-inch deep decks with 8-inch on center flutes ALLOWABLE DIAPHRAGM SHEARS AND FLEXIBILITY FACTORS FOR CONCRETE FILLED DECKS 0 3 MISCELLANEOUS / inch-deep decks with 6-inch on center flutes Lightweight Concrete ( /, 3 / 4, 4 / topping thicknesses) Hilti X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 frame fasteners (36/4 pattern) Sidelaps - or 3-inch-deep decks with -inch on center flutes Lightweight Concrete (, 3 / 4, 4 and 5 topping thicknesses) Hilti X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 frame fasteners (36/4 pattern) Sidelaps / inch-deep decks with 6-inch on center flutes Normal Weight Concrete ( /, 3 /, 4 / and 5 / topping thicknesses) Hilti X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 frame fasteners (36/4 pattern) Sidelaps - or 3-inch-deep decks with -inch on center flutes Normal Weight Concrete (, 3, 4 and 5 topping thickness) Hilti X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 frame fasteners (36/4 pattern) Sidelaps 4 Deck types for concrete-filled diaphragms with welded shear stud connectors 8 5 Allowable diaphragm shears and flexibility factors for normal weight and lightweight concrete fills with welded shear stud connectors 6 Minimum welded wire reinforcement for tabulated shear values 7 Typical length of exterior or interior welded shear stud connectors 8 9 Nominal shear Q f, and Flexibility Factors, S f, for steel deck attached with X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 fasteners Allowable (ASD) Tension Pullout loads to resist Tension (uplift) loads for steel decks attached with X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 fasteners Allowable (ASD) Tension Pullover loads to resist Tension (uplift) loads for steel decks attached with X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 fasteners Footnotes to Tables through 3 Table Diaphragm Flexibility Limitation &

6 ESR-97 Most Widely Accepted and Trusted Page 5 of 4 FIGURE / " B Deck 36 Wide (Type A) 8 Deck 36 Wide (Type B) Deck 36 Wide (Type C) 8 4 Welded Shear Stud Connectors at Supports Parallel to Flutes 5 Welded Shear Stud Connectors at Supports Perpendicular to Flutes 6 SDK Stainless Steel Sealing Cap 7 Nail Head Standoff (h NVS ) for X-ENP-9 L5 fasteners 3 8 Nail Head Standoff (h NVS ) for X-HSN 4, X-EDNK THQ and X-EDN9 THQ fasteners 3 TABLE FRAME FASTENER SELECTOR GUIDE Base Material, Fastener Type Bare Steel Deck Diaphragm Reference Tables Concrete Filled Diaphragm Bar Joist or Structural Steel Shape with / 8 in. t f 3 / 8 in. Tables, 3, 5, 9 Tables 0-3, 5 X-HSN 4 Bar Joist or Structural Steel Shape with / 8 in. < t f < / 4 in. Tables, 3, 5, 9 Tables 0-3, 5 X-EDNK THQ Bar Joist or Structural Steel Shape with 3 / 6 in. < t f < 3 / 8 in. Tables, 3, 5, 9 Tables 0-3, 5 X-EDN9 THQ Structural Steel, Hardened Structural Steel or Heavy Bar Joist with t f > / 4 in. Tables 4, 6, 7, 8, 9 Tables 0-3, 5 For SI: inch = 5.4 mm. X-ENP-9 L5 t f = Structural framing minimum uncoated base metal thickness. Steel base material tensile strength (F u ) must range from 58 to 9 ksi for all fasteners and base steel thickness combinations, except for the X-HSN 4 and X-EDN9 THQ fastener with steel thicknesses greater than 5 / 6 inch. In this case, the tensile strength for the X-HSN 4 fastener must range from 58 to 75 ksi and for the X-EDN9 THQ fastener must range from 58 to 68 ksi. Base metal must comply with minimum strength requirements of ASTM A36. Reference Figure 6 for information regarding the use of the SDK sealing cap.

7 ESR-97 Most Widely Accepted and Trusted Page 6 of 4 TABLE ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb), DECK: / -INCH DEEP, 6-INCH ON CENTER FLUTES (see figures below) FRAME FASTENERS: HILTI X-HSN 4, X-EDNK THQ OR X-EDN9 THQ (see applicable patterns below) SIDELAP CONNECTIONS: MINIMUM No. 0 SELF-DRILLING SCREW (see Section 3.7) PATTERN 36/7 PATTERN 36/9 PATTERN 36/ SPAN (FT IN.) GAGE SIDELAP o.c. FACTOR FASTENERS PER SHEET TO SUPPORT q F q F q F o.c. q F q F q F q F q F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Refer to footnotes following Table for additional installation and design requirements. Allowable 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. of this report.

8 ESR-97 Most Widely Accepted and Trusted Page 7 of 4 TABLE 3 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb), DECK: / -INCH DEEP, 6-INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-HSN 4, X-EDNK THQ OR X-EDN9 THQ (see applicable pattern below) SIDELAP CONNECTIONS: MINIMUM No. 0 SELF-DRILLING SCREW (see Section 3.7) PATTERN 36/5 GAGE SIDELAP o.c. SPAN (FT IN.) FACTOR FASTENERS PER SHEET TO SUPPORT q F q F q F q F q F q F o.c. q F q F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Refer to footnotes following Table for additional installation and design requirements. Allowable 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. of this report.

9 ESR-97 Most Widely Accepted and Trusted Page 8 of 4 TABLE 4 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb), DECK: / -INCH DEEP, 6-INCH ON CENTER FLUTES (see figures below) FRAME FASTENERS: HILTI X-ENP-9 L5 (see applicable patterns below) SIDELAP CONNECTIONS: MINIMUM No. 0 SELF-DRILLING SCREW (see Section 3.7) PATTERN 36/7 PATTERN 36/9 PATTERN 36/ GAGE 8 SIDELAP o.c. FACTOR SPAN (FT IN.) FASTENERS PER SHEET TO SUPPORT q F q F q F q F q F q F q F q F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Refer to footnotes following Table for additional installation and design requirements. Allowable 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. of this report.

10 ESR-97 Most Widely Accepted and Trusted Page 9 of 4 TABLE 5 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb), DECK: / -INCH DEEP, 6-INCH ON CENTER FLUTES (see figures below) FRAME FASTENERS: HILTI X-HSN 4, X-EDNK THQ OR X-EDN9 THQ (see applicable patterns below) SIDELAP CONNECTIONS: BUTTON PUNCH (see Section 4.) PATTERN 36/7 PATTERN 36/9 PATTERN 36/ GAGE 8 SIDELAP o.c. FACTOR SPAN (FT IN.) FASTENERS PER SHEET TO SUPPORT q F q F q F q F q F q F q F q F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Refer to footnotes following Table for additional installation and design requirements. Allowable 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. of this report.

11 ESR-97 Most Widely Accepted and Trusted Page 0 of 4 TABLE 6 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb), DECK: / -INCH DEEP, 6-INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-ENP-9 L5 (see applicable pattern below) SIDELAP CONNECTIONS: BUTTON PUNCH (see Section 4.) PATTERN 36/7 GAGE 8 SIDELAP o.c. FACTOR SPAN (FT IN.) FASTENERS PER SHEET TO SUPPORT q F q F q F q F q F q F q F q F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Refer to footnotes following Table for additional installation and design requirements. Allowable 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. of this report.

12 ESR-97 Most Widely Accepted and Trusted Page of 4 TABLE 7 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb), DECK: 3-INCH DEEP, 8-INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-ENP-9 L5 (see applicable pattern below) SIDELAP CONNECTIONS: MINIMUM No. 0 SELF-DRILLING SCREW (see Section 3.7) PATTERN 4/4 GAGE SIDELAP o.c. SPAN (FT IN.) FACTOR FASTENERS PER SHEET TO SUPPORT q F q F q F q F q F q F o.c. q F q F q F q F q F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Refer to footnotes following Table for additional installation and design requirements. Allowable 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. of this report.

13 ESR-97 Most Widely Accepted and Trusted Page of 4 TABLE 8 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb), DECK: 3-INCH-DEEP, 8-INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-ENP-9 L5 (see applicable pattern below) SIDELAP CONNECTIONS: BUTTON PUNCH (see Section 4.) PATTERN 4/4 GAGE SIDELAP o.c. SPAN (FT IN.) FACTOR FASTENERS PER SHEET TO SUPPORT q F q F q F q F q F q F o.c. q F q F q F q F q F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Refer to footnotes following Table for additional installation and design requirements. Allowable 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. of this report.

14 ESR-97 Most Widely Accepted and Trusted Page 3 of 4 TABLE 9 ALLOWABLE DIAPHRAGM SHEARS (ASD), q a (POUNDS PER LINEAL FOOT) FOR BUCKLING AND LRFD DIAPHRAGM SHEARS, q f (POUNDS PER LINEAL FOOT), BASED ON BUCKLING OF STANDARD / INCH-DEEP FLUTES, 6-INCHES CENTER-TO-CENTER STEEL DECK AND STANDARD 3 INCH-DEEP FLUTES, 8 INCHES CENTER-TO-CENTER STEEL DECK,,3 STEEL DECK TYPE DECK GAGE Minimum Moment of Inertia 4, I in 4 /ft SPAN (FT - IN.) Standard / -inch Deep Flutes, 6 Inches Center-to- Center Standard 3-Inch Deep Flutes, 8 Inches Center-to- Center ASD, q a 0.5 8,444 4,750 3,040,,55, ,000 6,88 3,960,750,0,547, ,778 8,875 5,680 3,944,898,9,753,4, ,70,094 7,00 4,93 3,6,773,9,775,467, ,6 7,9,0 7,653 5,6 4,305 3,40,755,77, ,667,33 4,80 9,97 7,86 5,578 4,407 3,570,950, ,556 3,375,7 4,389 0,57 8,094 6,395 5,80 4,8 3, ,944 40,469 5,900 7,986 3,4 0,7 7,994 6,475 5,35 4,497 Standard / -inch Deep Flutes, 6 Inches Center-to- Center Standard 3-inch Deep Flutes, 8 Inches Center-to- Center LRFD, q f 0.5 3,5 7,600 4,864 3,378,48,900,50,6, ,600 9,900 6,336 4,400 3,33,475,956,584,309, ,44 4,0 9,088 6,3 4,637 3,550,805,7,878, ,556 7,750,360 7,889 5,796 4,438 3,506,840,347, ,978 7,550 7,63,44 8,996 6,888 5,44 4,408 3,643 3, ,467 35,700,848 5,867,657 8,95 7,05 5,7 4,7 3, ,089 5,800 33,5 3,0 6,94,950 0,3 8,88 6,850 5, , 64,750 4,440 8,778,43 6,88,790 0,360 8,56 7,94 For SI: inch = 5.4 mm, ksi = 6.89 MPa, plf = N/mm, in 4 /ft =,368 mm 4 /mm. Load values are based upon a safety factor (Ω) of.00 for ASD or a resistance factor (ϕ) of 0.80 for LRFD. Diaphragm shears in this table are for steel deck buckling failure mode only and are to be used as prescribed in Section 4. of this report. If design condition is not tabulated, diaphragm shears for buckling may be calculated using the following equations: For ASD, S buckling = (I*0 6 /(l v ) )/.0 ; For LRFD, S buckling = (I*0 6 /(l v ) )*0.8 3 Diaphragm resistance must be limited to lesser of values in this table and the corresponding respective ASD and LRFD shear capacities shown in Tables through 8 or calculated per Section 4. of this report. 4 The 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.

15 ESR-97 Most Widely Accepted and Trusted Page 4 of 4 TABLE 0 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb),,3,4,5 DECK: / -INCH DEEP, 6-INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 (see applicable pattern below) SIDELAP CONNECTIONS: BUTTON PUNCH (see Section 4.) CONCRETE FILL: LIGHTWEIGHT (see Section 3.3) PATTERN 36/4 SPAN (FT IN.) d c f c FILL TYPE GAGE SIDELAP CONNECTION FACTOR FASTENERS PER SHEET TO SUPPORT q F / Lightweight Concrete 8 q F q F q F q F / 4 Lightweight Concrete 8 q F q F q F / Lightweight Concrete 8 q F q F q F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Concrete cover depth as indicated in table above. Refer to footnotes following Table for additional installation and design requirements. 3 See Table for required base steel thickness ranges for each fastener. 4 Steel deck and reinforcement must comply with Section 3. and 3.4, respectively. 5 For LRFD, multiply the tabulated q value by.63.

16 ESR-97 Most Widely Accepted and Trusted Page 5 of 4 TABLE ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb),,3,4,5 DECK: OR 3-INCH-DEEP, -INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 (see applicable pattern below) SIDELAP CONNECTIONS: BUTTON PUNCH (see Section 4.) CONCRETE FILL: LIGHTWEIGHT (see Section 3.3) PATTERN 36/4 or 3 SPAN (FT IN.) d c SIDELAP f c GAGE FACTOR CONNECTION FILL TYPE FASTENERS PER SHEET TO SUPPORT q F q F Lightweight q Concrete 8 F q F q F q / 4 9 F Lightweight q Concrete 8 F q F q F q F Lightweight q Concrete F q F q F q F Lightweight q Concrete F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Concrete cover depth as indicated in table above. Refer to footnotes following Table for additional installation and design requirements. 3 See Table for required base steel thickness ranges for each fastener. 4 Steel deck and reinforcement must comply with Section 3. and 3.4, respectively. 5 For LRFD, multiply the tabulated q value by.63.

17 ESR-97 Most Widely Accepted and Trusted Page 6 of 4 TABLE ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb),,3,4,5 DECK: / -INCH-DEEP, 6-INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 (see applicable pattern below) SIDELAP CONNECTIONS: BUTTON PUNCH (see Section 4.) CONCRETE FILL: NORMAL WEIGHT (see Section 3.3) PATTERN 36/4 d c f c FILL TYPE GAUGE SIDELAP CONNECTION FACTOR SPAN (FT IN.) FASTENERS PER SHEET TO SUPPORT q F / q F Normal Weight q Concrete F q F q F / q F Normal Weight q Concrete F q F q F / q F Normal Weight q Concrete F q F q F / q F Normal Weight q Concrete F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Concrete cover depth as indicated in table above. Refer to footnotes following Table for additional installation and design requirements. 3 See Table for required base steel thickness ranges for each fastener. 4 Steel deck and reinforcement must comply with Section 3. and 3.4, respectively. 5 For LRFD, multiply the tabulated q value by.63.

18 ESR-97 Most Widely Accepted and Trusted Page 7 of 4 TABLE 3 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb),,3,4,5 DECK: - OR 3-INCH-DEEP, -INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-HSN 4, X-EDNK THQ, X-EDN9 THQ or X-ENP-9 L5 (see applicable pattern below) SIDELAP CONNECTIONS: BUTTON PUNCH (see Section 4.) CONCRETE FILL: NORMAL WEIGHT (see Section 3.3) PATTERN 36/4 or 3 d c f c FILL TYPE GAGE SIDELAP CONNECTION FACTOR SPAN (FT IN.) FASTENERS PER SHEET TO SUPPORT q F q F Normal Weight q Concrete 6 8 F q F q F q F Normal Weight q Concrete F q F q F q F Normal Weight q Concrete F q F q F q F Normal Weight q Concrete F q F For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. Concrete cover depth as indicated in table above. Refer to footnotes following Table for additional installation and design requirements. 3 See Table for required base steel thickness ranges for each fastener. 4 Steel deck and reinforcement must comply with Section 3. and 3.4, respectively. 5 For LRFD, multiply the tabulated q value by.63.

19 ESR-97 Most Widely Accepted and Trusted Page 8 of 4 TABLE 4 DECK TYPES FOR CONCRETE FILLED DIAPHRAGMS WITH WELDED SHEAR STUD CONNECTORS DECK DECK TYPES GAGE FIGURE / deep B deck 36 wide Type A Minimum Figure deep 36 wide Type B Minimum Figure 3 deep 36 wide Type C Minimum Figure 3 For SI: inch = 5.4 mm, psi = 6.89 kpa. Notes:.) Steel deck panels must comply with Section 3...) Refer to notes following Tables 5. For SI: inch = 5.4 mm. FIGURE / B DECK 36 WIDE (TYPE A) For SI: inch- 5.4 mm. FIGURE DECK 36 WIDE (TYPE B) For SI: inch = 5.4 mm. FIGURE 3 3 DECK 36 WIDE (TYPE C)

20 ESR-97 Most Widely Accepted and Trusted Page 9 of 4 TABLE 5 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 - CONCRETE TYPES Normal Weight (45 pcf) Lightweight (0 pcf) CONCRETE THICKNESS, d c 3 / 3 3 / 4 4 / 6 / 3 3 / 4 3 / 4 / 4 6 4, 5 Spacing of Stud Shear Connectors (inch) F (3) 3890 (640) 4670 (970) 5450 (300) 630 (630) 700 (960) 860 (3940) 9 () 3650 (400) 4380 (680) 4740 (8) 50 (960) 60 (370) 860 (3350) 30 (3) 3890 (640) 4670 (970) 5450 (300) 630 (630) 6460 (960) 6460 (3940) 9 () 3650 (400) 4380 (680) 4740 (8) 50 (960) 60 (370) 6460 (3350) 30 (3) 3890 (640) 4670 (970) 5450 (300) 5740 (630) 5740 (960) 5740 (3940) 9 () 3650 (400) 4380 (680) 4740 (8) 50 (960) 5740 (370) 5740 (3350) 30 (3) 3890 (640) 430 (970) 430 (300) 430 (630) 430 (960) 430 (3940) 9 () 3650 (400) 430 (680) 430 (8) 430 (960) 430 (370) 430 (3350) 30 (3) 3450 (640) 3450 (970) 3450 (300) 3450 (630) 3450 (960) 3450 (3450) 9 () 3650 (400) 3450 (680) 3450 (8) 3450 (960) 3450 (370) 3450 (3350) 30 (3) 330 (640) 330 (970) 330 (300) 330 (630) 330 (960) 330 (330) 9 () 330 (400) 330 (680) 330 (8) 330 (960) 330 (370) 330 (3350) For SI: inch = 5.4 mm, plf = 4.6 N/m, psi = 6.89 kpa, psf = 6 kg/m 3, in /foot =,7 mm /m, pcf = 6.08 kg/m (3) 870 (640) 870 (970) 870 (300) 870 (630) 870 (870) 870 (870) 870 () 870 (400) 870 (680) 870 (8) 870 (960) 870 (370) 870 (870) Reinforcement in each direction must have an area of times the area of fill above top of steel deck to use the tabulated values. Reinforcement in each direction must have an area of 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 6 meets this requirement. Concrete fill must have a f c = minimum. 3 See details in Figures,, and 3 for qualified deck types with location of minimum number of Hilti fasteners to supports perpendicular to flutes. 4 Place reinforcement inch below the top surface of the concrete. Welded wire reinforcement must have F y 65 ksi. 5 Minimum lap of welded wire reinforcement must be inches. 6 Sidelap connections must be a maximum of 36 inches on center. Sidelaps must be fastened using button punches or minimum No. 0 x 3 / 4 -inchlong self-drilling steel screws. 7 Shear stud connector diameter must be less than or equal to.5 times the steel support thickness unless shear stud connector is located directly over the support web. 8 For 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. 9 Tabulated values must be multiplied by Φ/0.75 per Section (b) of ACI 38, where Φ < F = Flexibility factor (Deflection in micro-inches of -foot element under shear of pound per foot.) Linear interpolation between shear stud connector spacing for a given concrete fill thickness is acceptable for determination of intermediate diaphragm shears and flexibility factors. Decks need not be embossed for composite slab shear transfer. 3 Concrete fill thickness, d C (see Figures 4 and 5) is measured from the top of steel deck to the top of concrete. 4 Stud shear connectors must have an installed length complying with Table 7. The maximum stud spacing noted in the table is for studs at the diaphragm perimeter. 5 The maximum center-to-center spacing of stud shear connectors shall not exceed eight times the total slab thickness (t d + d c, see Figures 4 and 5), nor 36 inches

21 ESR-97 Most Widely Accepted and Trusted Page of 4 TABLE 6 MINIMUM WELDED WIRE REINFORCEMENT FOR TABULATED SHEAR VALUES TABLE 5 CONCRETE THICKNESS, d c (inch) REINFORCEMENT FOR MINIMUM WELDED WIRE TABULATED SHEAR VALUES times area of fill above top of steel deck to 3 6 x 6 W.4 x W.4 3 / 4 to 4 / 4 6 x 6 W.0 x W.0 4 / to 6 6 x 6 W.9 x W.9 to / 6 x 6 W4.0 x W times area of fill above top of steel deck 3 to 4 4 x 4 W4.0 x W4.0 4 / 4 to 4 / 6 x 6 W7.5 x W / 4 to 6 4 x 4 W6.0 x W6.0 For SI: inch = 5.4 mm. The concrete thickness is measured from the top of steel deck. dc dc WELDED SHEAR STUD CONNECTORS, SIZE, STRENGTH AND SPACING PER TABLE 7 For SI: inch = 5.4 mm. FIGURE 4 WELDED SHEAR STUD CONNECTORS AT SUPPORTS PARALLEL TO FLUTES WELDED SHEAR STUD CONNECTORS, SIZE, STRENGTH AND SPACING PER TABLE 7 For SI: inch = 5.4 mm. FIGURE 5 WELDED SHEAR STUD CONNECTORS AT SUPPORTS PERPENDICULAR TO FLUTES

22 ESR-97 Most Widely Accepted and Trusted Page of 4 TABLE 7 TYPICAL LENGTH OF EXTERIOR OR INTERIOR WELDED SHEAR STUD CONNECTORS t d MINIMUM STUD LENGTH (l s ) = t d + / / 3 3 / 3 4 / For SI: inch = 5.4 mm. Refer to footnotes on Page 3 following Table. TABLE 8 NOMINAL SHEAR, Q f (LBS), AND FLEXIBILITY FACTORS, S f (IN./KIP), FOR X-HSN 4, X-EDN9 THQ, X-EDNK THQ OR X-ENP-9 L5 FASTENERS ATTACHING STEEL DECK TO STEEL SUPPORTS PANEL THICKNESS (IN.) FASTENER FACTOR (6 GAGE) (8 GAGE) (9 GAGE) ( GAGE) ( GAGE) X-HSN 4 X-EDNK THQ X-EDN9 THQ Q f S f Q f S f Q f S f Q f X-ENP-9 L5 S f For SI: inch = 5.4 mm, lbf = 4.45 N, inch/kip = 5.7 mm/kn. Refer to footnotes following Table for additional installation and design requirements. TABLE 9 ALLOWABLE (ASD) TENSION PULLOUT LOADS TO RESIST TENSION (UPLIFT) LOADS FOR STEEL DECK PANELS ATTACHED WITH X-HSN 4, X-EDNK THQ, X-EDN9 THQ OR X-ENP-9 L5 FASTENERS (pounds), FASTENER / 8 3 / 6 BASE MATERIAL THICKNESS, in. / 5 4 / 3 6 / 8 / 3 5 / 8 4 ASTM A36 (F y = 36 ksi, F u = 58 ksi) X-HSN X-EDNK THQ X-EDN9 THQ X-ENP-9 L ,00,5, ASTM A57 or A99 Grade 50 (F y = 50 ksi, F u = 65 ksi) X-HSN X-EDNK THQ X-EDN9 THQ X-ENP-9 L ,090,5,090,040 For SI: inch = 5.4 mm, lbf = 4.45 N, ksi = 6.89 MPa. Tabulated allowable (ASD) values based upon a safety factor (Ω) of 5.0. To obtain LRFD pullout capacities, the tabulated values must be multiplied by.6. Unless otherwise noted, the tabulated pullout values are based on minimum penetration of fasteners of 9 / 6 -inch for the X-EDNK and X-ENP-9 fasteners and / -inch for the X-EDN9 fastener. The X-HSN 4 fastener tabulated values are based upon fastener stand-off dimensions meeting those shown in Figure 8. 3 Tabulated pullout capacities in / -inch steel based upon a minimum point penetration of / -inch. If / -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 Tabulated pullout capacities in greater than or equal to 5 / 8 -inch steel based upon a minimum point penetration of / -inch. If / -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 0.8.

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