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

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1 0 ICC-ES Evaluation Report ICC-ES 000 (800) (56) Most Widely Accepted and Trusted ESR-97 Reissued /7 Revised / This report is subject to renewal /. DIVISION: METALS SECTION: METAL FASTENINGS DIVISION: STEEL DECKING REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: BARE STEEL DECK AND CONCRETE-FILLED STEEL DECK DIAPHRAGMS ATTACHED WITH HILTI X-HSN 4 OR X-ENP-9 L5 POWDER-DRIVEN FRAME FASTENERS 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 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report (800) (56) ESR-97 Reissued December 7 Revised November This report is subject to renewal December. A Subsidiary of the International Code Council DIVISION: METALS Section: Metal Fastenings Section: Steel Decking REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: BARE STEEL DECK AND CONCRETE-FILLED STEEL DECK DIAPHRAGMS ATTACHED WITH HILTI X-HSN 4 OR X-ENP-9 L5 POWDER-DRIVEN FRAME FASTENERS.0 EVALUATION SCOPE Compliance with the following codes:, 5 and International Building Code (IBC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-97 LABC Supplement. Property evaluated: Structural.0 USES Hilti X-HSN 4 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-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). -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,, 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 , , 0.04 or inch (.5,.9,.06 or 0.9 mm) [59, 47, 4 or 35 mils (No. 6,, 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 , 0.04, or inch (.,.06, 0.9 or 0.76 mm) [47, 4, 35 or 9 mils (No., 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 Fill: 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). fill must be specified in accordance with the applicable code. 3.4 Reinforcement (Temperature and Shrinkage): For the and 5 IBC, welded plain wire reinforcement must comply with ASTM A064-3 (see ACI 3-4). For the IBC, welded plain wire reinforcement must comply with ASTM A064-0 (see ACI 3-). 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 ICC Evaluation Service, LLC. All rights reserved. Page of

3 ESR-97 Most Widely Accepted and Trusted Page of For the 09, welded plain wire reinforcement must consist of plain wires conforming to ASTM A8-07 fabricated into sheets in accordance with ASTM A5-07 (see ACI 3-08). Wire must be embedded inch (5.4 mm) from the top surface of the concrete slab. Table 4 provides the minimum welded wire reinforcement for allowable concrete-filled diaphragm shears. 3.5 Welded Steel Headed Stud Anchors: The steel headed stud anchors must have diameters of at least 3 / 4 inch (9. mm) and lengths complying with Table 5. Shear studs must conform to the requirements of the American Welding Society (AWS) Structural Welding Code Steel, AWS D.-0, 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 3. 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 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 3 through 6 for bare-steel deck diaphragms, and in Tables 8 through for concrete-filled steel deck diaphragms. Nominal shear and flexibility factors for the fasteners are provided in Table 6. Allowable uplift loads for fasteners must be the lower of the allowable pullout or pullover strength provided in Tables 7 and. The notes after Table describe additional design requirements and limitations. Allowable diaphragm shear values in Tables 3 through 6 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 3 through 6 must also be limited to the respective ASD and LRFD buckling diaphragm capacities found in Table 7. The diaphragm shear values in Tables 3 through 6 may be increased for other applications as follows: DESIGN METHOD FOR MULTIPLY DIAPHRAGM SHEARS IN TABLE BY ASD Bare deck diaphragms subjected to wind loads or load combinations which include wind loads,.5 Ω df =.00 ASD Bare deck diaphragms subject to earthquake and all other load combinations,.00 Ω df =.30 LRFD Bare deck diaphragms subjected to earthquake loads and all other load combinations,.6 ɸ df = 0.70 LRFD Bare deck diaphragms subjected to wind loads or load combinations which include wind loads,.84 ɸ df = 0.80 ASD -filled diaphragms subjected to wind, earthquake or other load combinations,.00 Ω df = 3.5 LRFD -filled diaphragms subjected to wind, earthquake or other load combinations, ɸ df = Allowable strength design (ASD) diaphragm capacities in Tables 8 through 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 bare steel deck and concrete-filled steel deck diaphragms attached with Hilti X-HSN 4 or X-ENP-9 L5 powder driven 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. The base metal thickness for deck panels delivered to the jobsite must be a least 95% of the design base metal thickness. 5.3 Special inspections must comply with IBC Chapter Steel deck and concrete-filled steel deck diaphragm construction must comply with this report. 5.5 Calculations demonstrating that the applied loads do not exceed the capacities in this report must be

4 ESR-97 Most Widely Accepted and Trusted Page 3 of 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 The Diaphragm Flexibility Limitations in Table 9 must be considered, as applicable filled steel decks panels must not be used to support loads that are predominantly vibratory, such as those for operation of heavy machinery, reciprocating motors and moving loads. 5.8 Fasteners are manufactured by Hilti, Inc. in Schaan, Liechtenstein, under a quality control program with annual inspections by ICC-ES. 5.9 When the steel deck panels are used as roof decks, the panels must be covered with an approved code-complying roof covering. 5.0 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. 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). 6.3 Data in accordance with the ICC-ES Acceptance Criteria for Power-actuated Fasteners Driven into, Steel and Masonry Elements (AC70), dated February 6 (editorially revised November 7). 7.0 IDENTIFICATION 7. The Hilti X-HSN 4 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). 7. The report holder s contact information is the following: 750 DALLAS PARKWAY, SUITE 000 PLANO, TEXAS 7504 (800)

5 ESR-97 Most Widely Accepted and Trusted Page 4 of TABLE TABLE OF CONTENTS PAGE Table Frame Fastener Selector Guide for the X-HSN 4 and X-ENP-9 L5 fasteners 5 Table Safety Factors for Allowable Strength Design (ASD) and Resistance Factors for Load and Resistance Factor Design (LRFD) in Accordance with AISI S30 ALLOWABLE DIAPHRAGM SHEARS AND FLEXIBILITY FACTORS FOR BARE DECKS 3 & / -inch-deep decks with 6-inch on center flutes Hilti X-HSN 4 frame fasteners (36/4, 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 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 ALLOWABLE DIAPHRAGM SHEARS BASED ON BUCKLING 7 / -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 MISCELLANEOUS / inch-deep decks with 6-inch on center flutes Lightweight ( /, 3 / 4, 4 / topping thicknesses) Hilti X-HSN 4 or X-ENP-9 L5 frame fasteners (36/4 pattern) Sidelaps - or 3-inch-deep decks with -inch on center flutes Lightweight (, 3 / 4, 4 and 5 topping thicknesses) Hilti X-HSN 4 or X-ENP-9 L5 frame fasteners (36/4 pattern) Sidelaps / inch-deep decks with 6-inch on center flutes Normal Weight ( /, 3 /, 4 / and 5 / topping thicknesses) Hilti X-HSN 4 or X-ENP-9 L5 frame fasteners (36/4 pattern) Sidelaps - or 3-inch-deep decks with -inch on center flutes Normal Weight (, 3, 4 and 5 topping thickness) Hilti X-HSN 4 or X-ENP-9 L5 frame fasteners (36/4 pattern) Sidelaps Deck types for concrete-filled diaphragms with welded steel headed stud anchors 3 Allowable diaphragm shears and flexibility factors for normal weight and lightweight concrete fills with welded steel headed stud anchors 4 Minimum welded wire reinforcement for tabulated shear values 5 Typical length of exterior or interior welded steel headed stud anchors 6 Nominal shear P nf, and Flexibility Factors, S f, for steel deck attached with X-HSN 4 or X-ENP-9 L5 fasteners 7 Allowable (ASD) Tension Pullout loads to resist Tension (uplift) loads for steel decks attached with X-HSN 4 or X-ENP-9 L5 fasteners Allowable (ASD) Tension Pullover loads to resist Tension (uplift) loads for steel decks attached with X-HSN 4 or X-ENP-9 L5 fasteners Footnotes to Tables through 3 9 Table Diaphragm Flexibility Limitation &

6 ESR-97 Most Widely Accepted and Trusted Page 5 of FIGURE / " B Deck 36 Wide (Type A) Deck 36 Wide (Type B) 3 3 Deck 36 Wide (Type C) 4 Welded Steel Headed Stud Anchors at Supports Parallel to Flutes 5 Welded Steel Headed Stud Anchors 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 fasteners 3 TABLE FRAME FASTENER SELECTOR GUIDE Base Material, Fastener Type Bare Steel Deck Diaphragm Reference Tables Filled Diaphragm Bar Joist or Structural Steel Shape with / 8 in. t f 3 / 8 in. Tables 3, 4, 7 Tables 8-, 3 X-HSN 4 Structural Steel, Hardened Structural Steel or Heavy Bar Joist with t f > / 4 in. Tables 5, 6,7 Tables 8-, 3 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 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. Base metal must comply with minimum strength requirements of ASTM A36. Reference Figure 6 for information regarding the use of the SDK sealing cap. TABLE SAFETY FACTORS FOR AVAILABLE SHEAR STRENGTH (ASD) AND RESISTANCE FACTORS FOR FACTORED RESISTANCE (LRFD), LOAD TYPE OR CONNECTION TYPE COMBINATIONS INCLUDING FRAME SIDELAP Ω df (ASD) ɸ df (LRFD) Wind Minimum No Earthquake and all others X-HSN 4, or or Wind X-ENP-9 L Decking with Fill Earthquake and all others For bare decks, Tables 3-6 include the available diaphragm shear strength for earthquake and all other load combinations (i.e. Ω df =.30). The available diaphragm shear strength or factored diaphragm shear resistance must be the lesser of: Tables 3-6 values applying the appropriate multiplier per Section 4. and Table 7 values for buckling. For concrete filled decks, Tables 8- include available shear strength for wind, earthquake, and all other load combinations (i.e. Ω df =.35).The factored shear resistance is determined by applying the multiplier in Section 4..

7 ESR-97 Most Widely Accepted and Trusted Page 6 of TABLE 3 ALLOWABLE DIAPHRAGM SHEARS, S nf /Ω nf (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb), (F = 000/G') where the diaphragm stiffness (G') is in kips/in DECK: / -INCH DEEP, 6-INCH ON CENTER FLUTES (see figures below) FRAME FASTENERS: HILTI X-HSN 4 (see applicable patterns below) SIDELAP CONNECTIONS: MINIMUM No. 0 SELF-DRILLING SCREW (see Section 3.7) PATTERN 36/9 PATTERN 36/ GAGE SIDELAP FACTOR CONNECTION FASTENERSS PER SHEET TO SUPPORT S nf / Ω nf o.c. F S nf /Ω nf o.c. F o.c. SPAN (FT IN..) 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 stresss 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 S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf

8 ESR-97 Most Widely Accepted and Trusted Page 7 of TABLE 4 ALLOWABLE DIAPHRAGM SHEARS, S nf /Ω nf (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 (see applicable pattern below) SIDELAP CONNECTIONS: MINIMUM No. 0 SELF-DRILLING SCREW (see Section 3.7) PATTERN 36/4 PATTERN 36/7 SPAN (FT IN.) GAGE SIDELAP o.c. FACTOR FASTENERS PER SHEET TO SUPPORT S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F o.c. S nf /Ω nf F S nf /Ω nf o.c. 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 TABLE 5 ALLOWABLE DIAPHRAGM SHEARS, S nf /Ω nf (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/ SPAN (FT IN.) GAGE SIDELAP CONNECTION FACTOR FASTENERS PER SHEET TO SUPPORT o.c. S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf o.c. 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 TABLE 6 ALLOWABLE DIAPHRAGM SHEARS, S nf /Ω nf (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 SPAN (FT IN.) GAGE SIDELAP o.c. FACTOR FASTENERS PER SHEET TO SUPPORT S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf o.c. F S nf /Ω nf o.c. F S nf /Ω nf o.c. 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 TABLE 7 ALLOWABLE DIAPHRAGM SHEARS (ASD), S nb /Ω nb (POUNDS PER LINEAL FOOT) FOR BUCKLING AND LRFD DIAPHRAGM SHEARS, ɸ nb S nb (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 Standard / - inch Deep Flutes, 6 Inches Centerto-Center Standard 3-Inch Deep Flutes, 8 Inches Centerto-Center Standard / - inch Deep Flutes, 6 Inches Centerto-Center Standard 3-inch Deep Flutes, 8 Inches Centerto-Center DECK GAGE Minimum Moment of Inertia 4, I in 4 /ft SPAN (FT - IN.) ASD S nb /Ω nb where Ω nb = ,360,790,938, ,89 3,73,59,903,457, ,904 5,698 3,957,907,6,759,45, ,644 8,09 5,6 4,9 3,6,498,03,67,405,97, ,8 8,500 5,903 4,337 3,3,63,5,756,476,57, ,870,437 7,94 5,835 4,467 3,530,859,363,986,69,459,7.33 7,435 7,559,93 8,958 6,859 5,49 4,390 3,68 3,048,597,40, ,98 4,94 7,30,7 9,73 7,689 6,8 5,47 4,35 3,685 3,78,768 LRFD - ɸ nb S nb where ɸ nb = ,975 4,464 3,00,78,744,378, , ,37 5,969 4,45 3,046,33,84,49,33,036,97, ,46 9, 6,33 4,65 3,56,84,79,884,583,57, ,3,948 8,99 6,606 5,058 3,996 3,37,675,48,69,459, ,50 3,600 9,444 6,939 5,3 4,97 3,400,80,36,597,40, ,59,98,707 9,336 7,48 5,648 4,575 3,78 3,77 3,685 3,78, ,896 8,094 9,509 4,334 0,974 8,67 7,03 5,804 4, ,84 39,86 7,68,338 5,57,303 9,965 8,36 6,9,97, For SI: inch = 5.4 mm, ksi = 6.89 MPa, plf = N/mm, in 4 /ft =,368 mm 4 /mm. Tabulated values are based on AISI S30 Eq. D- and Eq. D.-. 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. 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 3 through 6 or calculated per Section 4. of this report. 4 The tabulated moment of inertia, I, is the moment of inertia of the fully effective panel.

12 ESR-97 Most Widely Accepted and Trusted Page of TABLE 8 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb),,3,4,5,6 DECK: / -INCH DEEP, 6-INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-HSN 4 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 d c f c FILL TYPE / Lightweight 3 / 4 Lightweight 4 / Lightweight GAGE SIDELAP CONNECTION FACTOR SPAN (FT IN.) FASTENERS PER SHEET TO SUPPORT S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf For SI: inch = 5.4 mm, foot = 305 mm, plf = 4.6 N/m, psi = 6.89 kpa, inch/lb = 5.7 mm/n. 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 Lightweight concrete may be any lightweight concrete complying with ACI 3. F

13 ESR-97 Most Widely Accepted and Trusted Page of TABLE 9 ALLOWABLE DIAPHRAGM SHEARS, q (plf) AND FLEXIBILITY FACTORS, F (micro-inches/lb),,3,4,5,6 DECK: OR 3-INCH-DEEP, -INCH ON CENTER FLUTES (see figure below) FRAME FASTENERS: HILTI X-HSN 4 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 S nf /Ω nf F S nf /Ω nf Lightweight F S nf /Ω nf F S nf /Ω nf F / 4 S nf /Ω nf Lightweight F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf Lightweight F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf Lightweight F S nf /Ω nf 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. 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 Lightweight concrete may be any lightweight concrete complying with ACI 3

14 ESR-97 Most Widely Accepted and Trusted Page 3 of 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-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 SPAN (FT IN.) d c f c FILL TYPE GAUGE SIDELAP CONNECTION FACTOR FASTENERS PER SHEET TO SUPPORT S nf /Ω nf F / Normal Weight S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F / Normal Weight S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F / Normal Weight S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F / Normal Weight S nf /Ω nf F S nf /Ω nf F S nf /Ω nf 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. 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.

15 ESR-97 Most Widely Accepted and Trusted Page 4 of 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 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 Normal Weight 6 3 Normal Weight 4 Normal Weight 5 Normal Weight GAGE SIDELAP CONNECTION FACTOR SPAN (FT IN.) FASTENERS PER SHEET TO SUPPORT S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf F S nf /Ω nf 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. 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 TABLE DECK TYPES FOR CONCRETE FILLED DIAPHRAGMS WITH WELDED STEEL HEADED STUD ANCHORS 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 3. 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)

17 ESR-97 Most Widely Accepted and Trusted Page 6 of TABLE 3 ALLOWABLE DIAPHRAGM SHEARS (plf) AND FLEXIBILITY FACTORS (micro-inches/lb) FOR CONCRETE-FILLED STEEL DECK DIAPHRAGMS ATTACHED WITH HILTI FASTENERS AND 3 / 4 DIAMETER STEEL HEADED STUD ANCHORS - CONCRETE TYPES Normal Weight (45 pcf) Sand- Lightweight (0 pcf) CONCRETE THICKNESS, d c 3 / 3 3 / 4 4 / 6 / 3 3 / 4 3 / 4 / 4 6 4, 5 Spacing of Steel Headed Stud Anchors (inch) F (3) 3890 (640) 4670 (970) 5450 (300) 630 (630) 700 (960) 860 (3940) 9 () 3650 (400) 4380 (680) 4740 () 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 () 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 () 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 () 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 () 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 () 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 = 6.0 kg/m (3) 870 (640) 870 (970) 870 (300) 870 (630) 870 (870) 870 (870) 870 () 870 (400) 870 (680) 870 () 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 parentheses. The common welded wire fabric of the size listed in Table 4 meets this requirement. 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 The thickness of the base metal to which the steel headed stud anchors are welded must not be less than inch, unless it is welded to a flange directly over a web. Reference AISC Section I8. 8 Tabulated values must be multiplied by Φ/0.75 per Section.5.3. of ACI 3-4, where Φ < For LRFD diaphragm shear strength, multiply tabulated values by F = Flexibility factor (Deflection in micro-inches of -foot element under shear of pound per foot.) Linear interpolation between steel headed stud anchor 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 fill thickness, d C (see Figures 4 and 5) is measured from the top of steel deck to the top of concrete. 4 Steel headed stud anchors must have an installed length complying with Table 5. The maximum stud spacing noted in the table is for studs at the diaphragm perimeter. 5 The maximum center-to-center spacing of steel headed stud anchors must not exceed eight times the total slab thickness (t d + d c, see Figures 4 and 5), nor 36 inches. Reference AISC Section I8.d

18 ESR-97 Most Widely Accepted and Trusted Page 7 of TABLE 4 MINIMUM WELDED WIRE REINFORCEMENT FOR TABULATED SHEAR VALUES TABLE 3 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. WELDED STEEL HEADED STUD ANCHORS, SIZE, STRENGTH AND SPACING PER TABLE 4 For SI: inch = 5.4 mm. FIGURE 4 STEEL HEADED STUD ANCHORS AT SUPPORTS PARALLEL TO FLUTES dc dc WELDED STEEL HEADED STUD ANCHORS, SIZE, STRENGTH AND SPACING PER TABLE 4 For SI: inch = 5.4 mm. FIGURE 5 STEEL HEADED STUD ANCHORS AT SUPPORTS PERPENDICULAR TO FLUTES

19 ESR-97 Most Widely Accepted and Trusted Page of TABLE 5 TYPICAL LENGTH OF EXTERIOR OR INTERIOR WELDED STEEL HEADED STUD ANCHORS t d MINIMUM STUD LENGTH (l s ) = t d + / / 3 3 / 3 4 / For SI: inch = 5.4 mm. Refer to footnotes following Table. TABLE 6 NOMINAL SHEAR, P nf (LBS), AND FLEXIBILITY FACTORS, S f (IN./KIP), FOR X-HSN 4 OR X-ENP-9 L5 FASTENERS ATTACHING STEEL DECK TO STEEL SUPPORTS PANEL THICKNESS (IN.) FASTENER FACTOR (6 GAGE) ( GAGE) ( GAGE) ( GAGE) X-HSN 4 X-ENP-9 L5 P nf S f P nf 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 7 ALLOWABLE (ASD) TENSION PULLOUT LOADS TO RESIST TENSION (UPLIFT) LOADS FOR STEEL DECK PANELS ATTACHED WITH X-HSN 4 OR X-ENP-9 L5 FASTENERS (LBS), 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-ENP-9 L ,00,5, ASTM A57 or A99 Grade 50 (F y = 50 ksi, F u = 65 ksi) X-HSN 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-ENP-9 fasteners. The X-HSN 4 fastener tabulated values are based upon fastener stand-off dimensions 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.

20 ESR-97 Most Widely Accepted and Trusted Page 9 of TABLE ALLOWABLE TENSION PULLOVER LOADS TO RESIST TENSION (UPLIFT) LOADS FOR STEEL DECK PANELS ATTACHED WITH X-HSN 4 OR X-ENP-9 L5 FASTENERS (LBS), FASTENER X-HSN 4 BASE STEEL THICKNESS, in. No. (0.095) No. (0.0358) DECK GAGE (in.) No. (0.0474) No. 6 (0.0598) / 8 t f 3 / X-ENP-9 L5 / For SI: inch = 5.4 mm, lbf = 4.45 N. Tabulated 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.6. Based upon minimum ASTM A653 SS Grade 33 (F y = 33 ksi, F u = 45 ksi) steel deck as described in Section 3. of this report. Note: To be used with X-ENP-9 L5 fasteners. X-ENP-9 Nailhead standoff (h NVS ) must be as shown in Figure 7 FIGURE 6 SDK SEALING CAP

21 ESR-97 Most Widely Accepted and Trusted Page of FOOTNOTES TO TABLES 3 THROUGH. Hilti, X-HSN 4 or X-ENP-9 L5 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. 0 self-drilling steel screws as described in Section 3.7 or button punched.. 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 3 6, 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 8, the number of edge fasteners at walls or transfer zones parallel to the deck corrugations shall not exceed 30 inches (76 mm) on center. 4. Tables 3 5, 8, and 0 apply to intermediate and wide rib / - inch (38 mm) deep steel deck with a flute pitch of 6 inches provided adequate space is available for fastener placement. 5. Tables 6 apply to 3-inch deep steel deck with flute pitch of 8 inches and Tables - 4 apply to -inch and 3-inch deep steel decking with flute pitch of inches, provided adequate space is available for fastener placement. 6. For Tables 8, No.0 screws or larger may be substituted for the specified button punches. 7. For Tables 8-, the number of perimeter edge and perimeter end support fasteners for concrete-filled diaphragms must be determined in accordance with AISI S30-6 or AISI S30-3 Section D4.4. However, the number of perimeter edge and perimeter end support fasteners must be at least equivalent to the number of side-lap connections per span. 8. The embedment of Hilti fasteners into the structural support member is such that the standoff dimension, h NVS in Figures 7 8 is obtained. 9. Hilti fasteners shall be centered not less than inch (5 mm) from the panel ends and not less than 5/6 inch (7.9 mm) from the panel edges parallel to corrugations at the sidelaps. 0. Diaphragm deflections must be considered in the design. Table 9 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 = 000/G, micro-inches/pound (μm/n) E = Modulus of elasticity of supporting steel chord material, pounds per square inch (kpa). I = Moment of inertia, inches 4 (mm 4 ). 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: Δ = H f c / 0.0E t (For SI: 694,000 H f c / EI) Δ = 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). f c = Allowable flexural compressive strength of the wall material, pounds per square inch (kg/m 3 ). For masonry f c = 0.33f m ; for concrete f c = 0.45f c. FIGURE 7 NAIL HEAD STANDOFF (h NVS ) FOR X-ENP-9 L5 FASTENER FIGURE 8 NAIL HEAD STANDOFF (h NVS ) FOR X-HSN 4 FASTENERS b. The general deflection equation is: d y = M / EI + q / B G d x For a uniformly loaded rectangular diaphragm on a simple span, the maximum deflection at the centerline of the diaphragm is: Δ = 5(78)qL 4 / 384 EI + qlf/ 0 6 (For SI: 5(000) 4 ql 4 / 384 EI + qlf/0 6 ) Δ = Diaphragm deflection, inches (mm). q = Wind or seismic load, kips per lineal foot (N/m) q ave = 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).

22 ESR-97 Most Widely Accepted and Trusted Page of F MAXIMUM SPAN IN FEET FOR MASONRY OR CONCRETE WALLS TABLE 9 DIAPHRAGM FLEXIBILITY LIMITATION,,3,4,5 (Only applicable to 5 IBC and earlier editions) Rotation Not Considered in Diaphragm Masonry or Walls SPAN-DEPTH LIMITATION Flexible Walls Rotation Considered in Diaphragm Masonry or Walls Flexible Walls More than 50 Not used Not used : Not used / : No limitation Less than No limitation : or as required for deflection / : or as required for deflection 3: or as required for deflection As required for deflection For SI: inch = 5.4 mm, foot = mm, plf = N/m, psi = 6894 Pa. 3: Not used : 4: 5: No limitation As required for deflection As required for deflection As required for deflection Diaphragms are to be investigated regarding their flexibility and recommended span-depth limitations. Diaphragms supporting masonry or concrete walls are to have their deflections limited to the following amount: / : 3: 3 / : Δ wall = H f c 0.0 Et For SI: Δ wall = 694,000 H Et f c 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. f c = Allowable compression strength of wall material in flexure in pounds per square inch or kilopascals. For concrete, f c = 0.45 f c. For masonry, f c = F b = 0.33 f m. 3 The total deflection Δ of the diaphragm may be computed from the equation: Δ = Δ f + Δ w. where: Δ f = Flexural deflection of the diaphragm determined in the same manner as the deflection of beams. Δ w = The web deflection may be determined by the equation: where: Δ w = q ave L 6 0 F For SI: Δ w = q ave L F 75 L = Distance in feet between vertical resisting element (such as shear wall) and the point to which the deflection is to be determined. q ave = 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 foot (m) under a shear of pound per foot (N/m). 4 When applying these limitations to cantilevered diaphragms, the allowable span-depth ratio will be half that shown.