DIVISION: METALS SECTION: STEEL DECKING REPORT HOLDER: 2100 REXFORD ROAD CHARLOTTE, NORTH CAROLINA EVALUATION SUBJECT:

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1 0 Most Widely Accepted and Trusted ICC ES Report ICC ES 000 (800) (56) es.org ESR 1 Reissued 1/016 This report is subject to renewal 1/01. DIVISION: METALS SECTION: STEEL DECKING REPORT HOLDER: NUCOR CORPORATION VULCRAFT DIVISION 100 REXFORD ROAD CHARLOTTE, NORTH CAROLINA 811 EVALUATION SUBJECT: VULCRAFT STEEL DECK PANELS ROOF DECK PROFILES: 1.5A, 1.5B, 1.5BI, 1.5F, 3N AND 3NI FLOOR DECK PROFILES: 1.5VLI,.0VLI AND 3.0VLI Look for the trusted marks of Conformity! 01 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 016 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report (800) (56) ESR-1 Reissued December 016 This report is subject to renewal December 01. A Subsidiary of the International Code Council DIVISION: METALS Section: Steel ing REPORT HOLDER: NUCOR CORPORATION VULCRAFT DIVISION 100 REXFORD ROAD CHARLOTTE, NORTH CAROLINA 811 (0) EVALUATION SUBJECT: VULCRAFT STEEL DECK PANELS ROOF DECK PROFILES: 1.5A, 1.5B, 1.5BI, 1.5F, 3N, AND 3NI FLOOR DECK PROFILES: 1.5VLI,.0VLI AND 3.0VLI 1.0 EVALUATION SCOPE Compliance with the following codes: 009 International Building Code (IBC) 013 Abu Dhabi International Building Code (ADIBC) The ADIBC is based on the 009 IBC. 009 IBC code sections referenced in this report are the same sections in the ADIBC. Other Codes (see Section 8.0) Property evaluated: Structural.0 USES Vulcraft steel deck panels are used in roof and composite floor deck systems. 3.0 DESCRIPTION 3.1 General: The steel deck panels described in this report are cold formed from steel sheets into panels with fluted sections having galvanized, painted / painted or phosphatized / painted finishes. Phosphatized / painted deck panels have a phosphatized (uncoated) top surface and primer painted bottom surface. Painted / painted steel deck panels have primer painted top and bottom surfaces. See Table and Figures 1 through 5 for section properties and profiles described in this report A, 1.5B, 1.5BI, 1.5F, 3N and 3NI Roof s: The 1.5A, 1.5B, 1.5BI, 1.5F, 3N and 3NI steel roof deck panels are available with a galvanized or painted / painted finish. The 1.5A, 1.5B, 1.5F, 1.5N and 1.5NI galvanized steel panels are formed from ASTM A 653 SS Grade 33 steel with a minimum G30 coating. The 1.5BI galvanized steel panels are formed from ASTM A 653 SS Grade 0 steel with a minimum G30 coating. The 1.5A, 1.5B, 1.5F, 1.5N and 1.5NI painted / painted panels are formed from ASTM A 1008 SS Grade 33 steel. The 1.5BI painted / painted panels are formed from ASTM A 1008 SS Grade 0 steel. See Table for section properties VLI, VLI and 3VLI Composite s: The 1.5VLI, VLI and 3VLI composite steel floor deck panels are available with a galvanized or phosphatized / painted finish. The galvanized steel panels are formed from ASTM A 653 SS Grade 50 steel with a minimum G30 coating. The phosphatized / painted steel panels are formed from ASTM A 1008 SS Grade 50 steel. See Table for section properties..0 DESIGN, INSTALLATION AND INSPECTIONS.1 Design:.1.1 General: Allowable gravity loads must be based on section properties shown in Table. Allowable reactions based on web crippling must not exceed values in Table 3. Allowable diaphragm values and superimposed loads are shown in Tables through 9. Increases in allowable stresses specified in the appropriate materials section of the IBC or referenced standard must not be used with the load combinations noted in Section of the IBC. The one-third increase in stress normally permitted for wind or seismic forces does not apply for diaphragm shears. The allowable tension (uplift) load for arc spot welds fastening steel sheets to a supporting member must be calculated in accordance with Section E.. of AISI S100. The diaphragm design must take into account the following considerations: 1. Diaphragm classification (flexible or rigid) must comply with Section 160 of the IBC; the diaphragm deflection must be calculated using the equations noted in Table 1 (Diaphragm Flexibility Limitations).. Diaphragm Flexibility Limitations must comply with Table Diaphragm deflection limits must comply with Section and 1.1. of ASCE.. Horizontal shears must be distributed in accordance with Section 1.8. of ASCE..1. Composite s: Composite decks must be constructed with 1.5VLI, VLI or 3VLI steel deck panels and concrete fill. The concrete fill must be normal-weight or structural lightweight concrete with a minimum specified compressive strength (f' c ) of 3,000 psi (0. MPa). The minimum thickness is inches (51 mm) above the top surface of the steel deck. Concrete fill must be reinforced with minimum reinforcement of 6-by-6 W1. x W1. welded wire mesh, which must be placed at the center of the fill. Where the thickness of the concrete fill exceeds 3 1 / inches (88.9 mm), the concrete is reinforced in each 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 016 ICC Evaluation Service, LLC. All rights reserved. Page 1 of

3 ESR-1 Most Widely Accepted and Trusted Page of 6 direction with steel having a cross- sectional area equal to 0.01 times the depth of fill over the top of the deck.. Installation:..1 General: All steel deck panels welded to supporting members must use minimum E60XX filler metal. E60XX filler metal must be used for top arc-seam welds (TSWs), side-lap welds (SLWs), and fillet welds. Other weld requirements must comply with AWS D 1.3. Buttonpunched side seams must be used where specified. End laps of single sheet deck panels must be a minimum of 1 / inches (6 mm). See Table Notes for other requirements... Composite s: Phosphatized / painted composite steel deck panels must be installed with the phosphatized panel face in contact with the concrete and the prime-painted panel surface on the underside..3 Special Inspections:.3.1 Concrete: Continuous special inspection for concrete and concrete reinforcement must be in accordance with Section 10. of the IBC. The inspector s duties include sampling and testing, and verification of concrete mixes, reinforcement types and placement, and concrete placement..3. Jobsite Welding: Special inspection for welding must be in accordance with Section 10.3 of the IBC. Prior to proceeding, the welder must demonstrate the ability to produce the prescribed weld to the special inspector s satisfaction. The inspector s duties include verification of materials, weld preparation, welding procedures, and welding processes..3.3 Additional Requirements for Installation: Periodic Special Inspections: Periodic special inspections in accordance with Section of the IBC are required where the steel deck systems are used as part of the main wind force resisting system in structures assigned to Wind Exposure Category B, where the basic wind speed is 10 miles per hour (5.8 m/sec) or greater, or to Wind Exposure Category C or D, where the basic wind speed is 110 miles per hour (9 m/sec) or greater. Periodic special inspections, in accordance with Section 10. of the IBC, are required where the steel deck systems are used as part of a seismic force resisting system in structures assigned to Seismic Design Category C, D, E or F. Periodic special inspections apply to connections made with button punches. Periodic special inspections also apply where noted in Tables 10.3 and 10. of the IBC Continuous Special Inspections: Continuous special inspections must be provided where noted in Tables 10.3 and 10. of the IBC Statement of Special Inspection: A statement of special inspection must be prepared by the registered design professional in charge and submitted to the code official as set forth in IBC Section 105. The statement must include the inspector's duties noted in this Section (Section.3). 5.0 CONDITIONS OF USE The Vulcraft steel deck panels described in this report comply with, or are suitable alternatives to what is specified in, the 009 IBC, subject to the following conditions: 5.1 The vertical load design of steel deck panels is based on section properties shown in Table of the report. 5. Where the panels are used as diaphragms: 5..1 Increase in allowable stress must not be used for shear values in the diaphragm tables with the loads or load combinations per the IBC. 5.. Allowable shear values are as set forth in the tables accompanying this report for the type of deck panel involved Diaphragm deflections must not exceed the permitted relative deflections of walls between the diaphragm level and the floor below. The flexibility limitations shown in Table 1 may be used as a guide in lieu of rational analysis of the anticipated deflections. 5.. Diaphragms may be zoned by varying deck gage and/or connections across a diaphragm to meet varying shear and stiffness demands. 5.3 Composite steel deck panel sections are prohibited for loads which are predominantly vibratory. 5. The allowable loads and deflections are as set forth in this report. Calculations demonstrating that the applied loads comply with this report must be submitted to the code official for approval. 5.5 Vulcraft steel decks have not been evaluated for use without a roof covering. 5.6 The steel deck panels are manufactured and installed in accordance with this report. 5. Bundles marked in accordance with Section.0 of this report must provide the material traceability required to conform to the requirements of Table 10.3, Item 3, of the 009 IBC. 5.8 The optional hanger tabs in the 1.5VLI, VLI and 3VLI panels are outside the scope of this report and have not been evaluated. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Steel Roof and Floor Systems (AC3), dated October IDENTIFICATION Each bundle of Vulcraft deck panels described in this report is identified by a stamp bearing the manufacturer s name (Vulcraft), the manufacturing location (Norfolk, Nebraska, Chemung, New York, Fort Payne, Alabama, Florence, South Carolina, Saint Joe, Indiana, or Grapeland, Texas), the product type with base-metal thickness, and the evaluation report number (ESR-1). 8.0 OTHER CODES The products described in this report were also evaluated for compliance with the requirements of the 006 International Building Code (006 IBC). The products comply with the 006 IBC as described in Sections.0 through.0 of this report with the following modifications: For the 006 IBC, replace the third paragraph in Section.1.1 with the following: The allowable tension (uplift) for arc spot welds fastening steel sheets to supporting member must be calculated in accordance with Section E.. of the 001 AISI-NAS. For the 006 IBC, replace the wording of Section with the following: Periodic special inspections in accordance with Section 10. of the IBC are required where the steel deck systems are used as part of a seismic force resisting system in structures assigned to Seismic Design Category C, D, E or F. Periodic special inspections apply to connections such as side seam attachments and button punches. Periodic special inspections also apply where noted in Tables 10.3 and 10. of the IBC. Section 5. does not apply to the 006 IBC.

4 ESR-1 Most Widely Accepted and Trusted Page 3 of 6 TABLE OF CONTENTS Table Topic Page General Table Notes... 1 Diaphragm Flexibility Limitations... 5 Section Properties Web Crippling Values... Allowable Diaphragm Shear Values and Flexibility Factors & 5 1.5A and 1.5F s with Side Seam Welds B and 1.5BI s with Side Seam Welds B and 1.5BI s with Side Seam Welds & 9 1.5BI with Button-Punched Seams & BI with Top Seam Welds N with Side Seam Welds N with Side Seam Welds NI with Button-Punched Seams NI with Button-Punched Seams & 1 3NI with Top Seam Welds VLI s with Normal Concrete Fill A VLI s with Normal and Light Concrete Fill B VLI s with Normal and Light Concrete Fill A 3VLI s with Normal and Light Concrete Fill B 3VLI s with Normal and Light Concrete Fill... 1 Allowable Superimposed Live Loads 1 1.5VLI with Phosphatized/Painted or Galvanized Finish with Normal Concrete VLI with Phosphatized/Painted Finish with Light Concrete VLI with Galvanized Finish with Light Concrete... VLI with Phosphatized/Painted or Galvanized Finish with Normal Concrete VLI with Phosphatized/Painted or Galvanized Finish with Lightweight Concrete VLI with Galvanized Finish with Normal Concrete VLI with Galvanized Finish with Lightweight Concrete VLI with Phosphatized/Painted Finish with Normal Concrete VLI with Phosphatized/Painted Finish with Lightweight Concrete... 1 Figures Page Steel Profiles 1 1.5A, 1.5F, 1.5B and 1.5B VLI VLI... 3VLI N and 3N1... 6

5 ESR-1 Most Widely Accepted and Trusted Page of 6 TABLE NOTES The notes below apply to all of the tables unless noted otherwise: 1. Attachments at interior lines of shear transfer perpendicular to deck flutes: The shear transfer from a diaphragm to interior collector elements perpendicular to steel deck panel corrugations must not exceed the shear values indicated in the tables. Two lines of arc spot welds are permitted to be used to develop the actual shear transfer to these collector elements.. Where individual steel deck panels are cut, the partial steel deck panel must be fastened to fully transfer the shears at the point of the diaphragm to the adjacent full steel deck panels for the values specified in the tables. 3. Side-lap welds, top arc seam welds, and fillet welds must be a minimum of 1 1 / inches long.. Arc Spot Welds must have a fusion area to supporting members not less than 3 / 8 inch in diameter. A 3 / 8 -inch-by-1- inch Arc Seam Weld is permitted to be used in lieu of an Arc Spot Weld. 5. End puddle (arc spot) weld pattern (deck to support) a. For deck profiles with flutes (1.5A, 1.5F, 1.5B, 1.5BI and 1.5VLI): i. For weld patterns calling for welds per sheet to support, place one weld at first, third, fifth and seventh flutes. ii. For weld patterns calling for welds per sheet to support, place one weld at each flute. b. For deck profiles with flutes (3N and 3NI): i. For weld patterns calling for welds per sheet to support, place one weld at first and third flutes. ii. For weld patterns calling for welds per sheet to support, place one weld at each flute. c. For deck profiles with flutes (VLI and 3VLI) and for weld patterns calling for welds per sheet to support, place one weld at each flute. d. For deck profiles with 3 flutes (VLI and 3VLI) and for welds patterns calling for 3 welds per sheet to support, place one weld at each flute. 6. Standing side seams must be fastened either with top arc seam welds 1 1 / inches long, button punches. Nestable side seams must be fastened either with side lap welds 1 1 / inches long or with screws.. Weld attachments to boundary members parallel to flutes must be as follows: t = Base-metal thickness of the deck panel, inches. v = Actual diaphragm shear (at supports parallel to flutes) or shear to be transferred to the collector element, pounds per foot (kn/m). l w = Minimum length of seam weld, which must not be less than 1 1 / inches. In no case must the spacing of welds exceed the span of the steel deck panel divided by 3.0 or 36 inches on center. a. Arc spot welds are used to connect decks to members parallel to flutes, including chords and collector elements, except for diaphragm edge with short lip, and must have a spacing, in feet (m), equal to 3,000 (t)/v [for SI: (t)/v]. b. Fillet welds from diaphragm edge with short lip to diaphragm chords must have a spacing, in feet (m), equal to 80 l w /v (for SI: 0.08 l w /v). c. Fillet welds from diaphragm edge with short lip to diaphragm collector elements, such as struts and ties, must have a spacing, in feet (m), equal to 300 l w /v (for SI: 0.05 l w /v). 8. The one-third increase in stress normally permitted for wind or seismic loads does not apply for diaphragm shears. 9. For SI dimensions: 1 inch = 5. mm, 1 plf = 1.6 N/m, 1 inch = mm, 1 inch 3 = 16. x 10 mm 3, 1 inch = 1.6 x 10 mm, 1 psf =.88 kg/m, 1 pcf = 16.0 kg/m 3, 1 inch-kip = kn-m, 1 kip =.8 kn, 1 ksi = 6.89 MPa, 1 foot = 30.8 mm.

6 ESR-1 Most Widely Accepted and Trusted Page 5 of 6 F Maximum Diaphragm Span for Masonry or Concrete Walls (feet) TABLE 1 DIAPHRAGM FLEXIBILITY LIMITATIONS Rotation Not Considered in Diaphragm Masonry or Concrete Walls Diaphragm Span-Depth Limitations Flexible Walls Rotation considered in Diaphragm Masonry or Concrete Walls Flexible Walls > 50 not used not used :1 not used 1 1 / : :1 or as required for deflection 3:1 not used : / :1 or as required for deflection :1 as required for deflection 1 / : no limitation 3:1 or as required for deflection 5:1 as required for deflection 3:1 < 1 no limitation as required for deflection no limitation as required for deflection 3 1 / :1 1 Diaphragms are to be investigated regarding their flexibility and recommended span-depth limitations. Diaphragms supporting masonry or concrete walls are to have their deflection limited to the following amount: = H (f ) 0.01 E (t) where: H = Unsupported height of wall (feet). t = Thickness of wall (inch). E = Modulus of elasticity of wall material for deflection determination (psi). fc = Allowable compression strength of wall material in flexure (psi) For concrete, fc = 0.5 f'c For masonry, fc = Fb = 0.33 f'm 3 The total deflection of the diaphragm may be computed from the following equation: = + where: Δflexural = Flexural deflection of the diaphragm determined in the same manner as the deflection of beams (inch). Δweb = The web deflection may be determined by the equation (inch): = q (L)(F) 10 where: L = Distance between vertical resisting element (such as shear wall) and the point to which the deflection is to be determined. qave = Average shear in diaphragm (pounds per foot over length L) F = Flexibility Factor: The average micro inches (μm) a diaphragm web will deflect in a span of 1 foot under a shear of 1 pound per foot. When applying these limitation to cantilevered diaphragms, the allowable span-depth ratio will be half that shown. 5 Diaphragm classification (flexible or rigid) and deflection limits must comply with the Diaphragm Design Consideration listed in this evaluation report.

7 ESR-1 Most Widely Accepted and Trusted Page 6 of 6 TABLE VULCRAFT STEEL DECK SECTION PROPERTIES 1,,3 Panel Design Thickness (inch) F y (ksi) F b (ksi) I gr (in /ft) I on (in /ft width) S en (in 3 /ft width) I oi (in /ft width) S ei (in 3 /ft width) 1.5A A A F F F B B B BI BI BI N N N N N NI NI NI NI NI VLI VLI VLI VLI VLI VLI VLI VLI VLI VLI VLI VLI VLI Effective Section Modulus values are net ("effective") values. I gr = gross moment of inertia I on = effective moment of inertia, normal position S en = effective section modulus, normal position I oi = effective moment of inertia, inverted position S ei = effective section modulus, inverted position 3 The following equations are permitted to determine deflections: I D = moment of inertia used in deflection calculations For simple spans under uniform load: I D = (I gr + I on )/3, or I on For multiple spans under uniform load: I D = (I gr + I oi )/3, (I gr +I on )/3, or the minimum of I on and I oi. The last two numbers indicate the gage thickness. 5 For these deck panels, the properties are based on F y = 33 ksi. These values are conservative for the roof deck panels described in Section For these deck panels, the properties are based on F y = 0 ksi. These values are conservative for the composite deck panels described in Section 3.3.

8 ESR-1 Most Widely Accepted and Trusted Page of 6 Panel Grade A 33 A0 33 A 33 F 33 F0 33 F 33 B & BI 33 B & BI 0 33 B & BI 33 N & NI 33 N & NI 0 33 N & NI N & NI 33 N & NI VLI VLI VLI 50 VLI 50 VLI0 50 VLI19 50 VLI 50 VLI16 0 3VLI 50 3VLI0 50 3VLI VLI 50 3VLI16 0 TABLE 3 ALLOWABLE REACTIONS BASED ON WEB CRIPPLING, P n /Ω w, (plf) 1,,3 Load Type Bearing Length (inches) 1 1 / " " 1 / " 3" 3 1 / " " 1 / " 6" End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior End Interior Tabulated values based on One-Flange Loading, Fastened. Allowable reactions are based ASD with Ω w = 1.0 for end reactions and Ω w = 1.5 for interior reactions. 3 Values measure per foot width of panel.

9 ESR-1 Most Widely Accepted and Trusted Page 8 of 6 Panel 0 Gage 0 TABLE ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), FOR 1.5A AND 1.5F DECKS WITH SIDE SEAM WELDS 1 1 / inch Side Seam Welding Spacing Span (feet-inch) '-0" 5'-0" 6'-0" '-0" 8'-0" 10'-0" 36" o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c TABLE 5 FLEXIBILITY FACTORS (F) FOR 1.5A AND 1.5F DECKS WITH SIDE SEAM WELDS 1, 1 1 / inch Side Seam Welding Spacing Span (feet-inch) '-0" 5'-0" 6'-0" '-0" 8'-0" 10'-0" 36" o.c R R 10.+8R R R R " o.c R 9.5+5R 9.0+8R R R.5+113R 1" o.c..8+8r.+5r 6.+8R R R R 36" o.c R R R R R R " o.c R R R 8.+0.R.9+35.R.+8.R 1" o.c..5+0.r r R R R 5.+8.R 36" o.c R R R R.+88R.3+63R " o.c R.6+16R.+105R R R 6.+63R 1" o.c R R R R R.+63R 36" o.c r.+31.5r.5+6.3r.+.5r.+19.r r " o.c..+39.r r R R R R 1" o.c R R R 5.+.5R R.+15.8R 36" o.c R 5.9+5R 5.8+5R R 5.5+3R 5.3+R " o.c R 5.3+5R 5.+5R R.8+3R.6+R 1" o.c..8+68r.3+5r.1+5r R 3.8+3R 3.5+R 36" o.c. 5.+1R 5.+1R 5.+11R R 5.1+9R 5.0+R " o.c..9+1r.8+1r.8+11r.+10r.6+9r.5+r 1" o.c..3+1r.1+1r.0+11r R 3.+9R 3.5+R 1 The R factor is the ratio of the vertical load span of the deck to the total length of the deck. For diaphragm flexibility limitations, see Table 1. Panel 0 TABLE 6 ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), FOR 1.5B AND 1.5BI DECKS WITH SIDE SEAM WELDS 1 1 / inch Side Seam Welding Spacing Span (feet-inch) '-0" 5'-0" 6'-0" '-0" 8'-0" 10'-0" 36" o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c

10 ESR-1 Most Widely Accepted and Trusted Page 9 of 6 Gage 0 TABLE FLEXIBILITY FACTORS (F) FOR 1.5B AND 1.5BI DECKS WITH SIDE SEAM WELDS 1, 1 1 / inch Side Seam Welding Spacing Span (feet-inch) '-0" 5'-0" 6'-0" '-0" 8'-0" 10'-0" 36" o.c R R R R R R " o.c R 9.5+3R R 8.+16R R.+11R 1" o.c..8+9r.1+3r R R R R 36" o.c R R R R R R " o.c R R 8.+8.R R R.+9.R 1" o.c..5+3r.0+58.r R R R R 36" o.c R R R.9+93.R.+81.R.+65.R " o.c R.6+131R.+109R R R R 1" o.c R R R R R.6+65.R 36" o.c r.6+3.r.5+.r.3+3.r.+0.r R " o.c..+0.9r R 6.+.R R 6.+0.R R 1" o.c R 5.+3.R 5.+.R 5.+3.R R.+16.3R 36" o.c R R R R R R " o.c R R R R.8+35.R.6+8.R 1" o.c..6+0.r r.1+6.9r R R R 36" o.c R R R R R 5.0+R " o.c r.8+1.1r.+11.r.+10.1r.6+8.8r.+r 1" o.c..+1.6r.1+1.1r R R R 3.5+R 1 The R factor is the ratio of the vertical load span of the deck to the total length of the deck. For diaphragm flexibility limitations, see Table 1. Panel Panel TABLE 8 ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), FOR 1.5BI DECK WITH BUTTON-PUNCHED SEAMS Button Punched Side Seam Spacing Span (feet-inch) '-0" 5'-0" 6'-0" '-0" 8'-0" 10'-0" " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c TABLE 9 FLEXIBILITY FACTORS (F) FOR 1.5BI DECKS WITH BUTTON-PUNCHED SEAMS 1, Button Punched Side Seam Spacing Span (feet-inch) '-0" 5'-0" 6'-0" '-0" 8'-0" 10'-0" " o.c..8+16r.+131r.6+109r.6+93.r.6+8.0r r 1" o.c R R R R R R " o.c R R R R R R 1" o.c R R R R R R " o.c R R R R R R 1" o.c R R R R R R " o.c R R R R R R 1" o.c R R R R R R " o.c R R R R R R 1" o.c R R R R R R " o.c R R 11.+.R R R R 1" o.c R R 10.+.R R R R " o.c R R R R R R 1" o.c R R R R R R " o.c R R R R R R 1" o.c R R R R R R 1 The R factor is the ratio of the vertical load span of the deck to the total length of the deck. For diaphragm flexibility limitations, see Table 1.

11 ESR-1 Most Widely Accepted and Trusted Page 10 of 6 Panel TABLE 10 ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), FOR 1.5BI DECK WITH TOP SEAM WELDS 1 1 / inch Top Seam Weld Spacing Span (feet-inch) '-0" 5'-0" 6'-0" '-0" 8'-0" 10'-0" " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c Panel TABLE 11 FLEXIBILITY FACTORS (F) FOR 1.5BI DECKS WITH TOP SEAM WELDS 1, 1 1 / inch Top Seam Weld Spacing Span (feet-inch) '-0" 5'-0" 6'-0" '-0" 8'-0" 10'-0" " o.c R R R R.6+8R R 1" o.c R R R.3+93.R 6.6+8R R " o.c R R R R R.8+9.R 1" o.c R R R R R R " o.c R R R.6+6.5R R R 1" o.c R R.+8.8R R R R " o.c R R R R R R 1" o.c R R R R.+6.3R R " o.c R 9.+3.R R R R R 1" o.c R.9+3.R R R R.6+36.R " o.c R R 8.9+.R.9+3.R.+0.R R 1" o.c R R 8.0+.R.1+3.R R R " o.c R.+6.1R R R R.5+3.0R 1" o.c R R R R.6+8.8R.0+3.0R " o.c R R.3+1.1R R R R 1" o.c R.6+0.5R R R R.+10.3R 1 The R factor is the ratio of the vertical load span of the deck to the total length of the deck. For diaphragm flexibility limitations, see Table 1. Panel TABLE 1 ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), FOR 3N DECK WITH SIDE SEAM WELDS 1 1 / inch Top Seam Weld Spacing Span (feet-inch) 6'-0" 8'-0" 10'-0" 1'-0" 1'-0" " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c

12 ESR-1 Most Widely Accepted and Trusted Page 11 of 6 Panel TABLE 13 FLEXIBILITY FACTORS (F) FOR 3N DECK WITH SIDE SEAM WELDS 1, 1 1 / inch Top Seam Weld Spacing Span (feet-inch) 6'-0" 8'-0" 10'-0" 1'-0" 1'-0" " o.c R R R R R 1" o.c R R R.+95R.1+681R " o.c R 1.+13R R R R 1" o.c R 8.+13R.9+106R R R " o.c R R R R R 1" o.c R 8.+66R.3+53R 6.6+5R R " o.c R R R 8.+9.R R 1" o.c R.+.1R R 6.+9.R R " o.c R R R 8.+9R R 1" o.c R.1+19R R 5.8+9R R " o.c R R.8+3.R.+31.0R.1+6.6R 1" o.c R R 5.+3.R R R " o.c R 9.3+8R 8.+30R.+19R.1+16R 1" o.c r 6.3+8R R R.8+16R " o.c..5+.6r r R R 6.+.R 1" o.c R R R.+1.3R.5+.R " o.c r.0+13r 6.+11R R R 1" o.c R.9+13R.+11R.1+95.R R " o.c R R R R.8+9.1R 1" o.c..+1.r r R R R 1 The R factor is the ratio of the vertical load span of the deck to the total length of the deck. For diaphragm flexibility limitations, see Table 1. Panel TABLE 1 ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), FOR 3NI DECK WITH BUTTON-PUNCHED SEAMS Button Punched Side Seam Spacing Span (feet-inch) 6'-0" 8'-0" 10'-0" 1'-0" 1'-0" " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c

13 ESR-1 Most Widely Accepted and Trusted Page 1 of 6 Panel TABLE 15 FLEXIBILITY FACTORS (F) FOR 3NI DECK WITH BUTTON-PUNCHED SEAMS 1, Button Punched Side Seam Spacing Span (feet-inch) 6'-0" 8'-0" 10'-0" 1'-0" 1'-0" " o.c R R R R R 1" o.c r R R R R " o.c R R R R R 1" o.c..1+1r R.6+106R R 9.+5.R " o.c R R R 5.1+5R R 1" o.c..+889r R R 31.+5R R " o.c R 0.+.1R R 9.+9.R R 1" o.c R 1.+.1R R.9+9.R R " o.c R R R R.1+39R 1" o.c R.+19R R.5+9R R " o.c R R R R.6+6.6R 1" o.c R R R R R " o.c R.3+8R 8.+30R R R 1" o.c R 19.+8R.1+30R.+19R R " o.c R R R R 3.6+.R 1" o.c R R R R R " o.c R 1.+13R 0.+11R.0+95.R.+81.8R 1" o.c R 1.+13R R.9+95.R R " o.c..+1.r R 1.+1.R R R 1" o.c R R R R R 1 The R factor is the ratio of the vertical load span of the deck to the total length of the deck. For diaphragm flexibility limitations, see Table 1. Panel TABLE 16 ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), FOR 3NI DECK WITH TOP SEAM WELDS 1 1 / inch Top Seam Weld Spacing Span (feet-inch) 6'-0" 8'-0" 10'-0" 1'-0" 1'-0" " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c " o.c Panel TABLE 1 FLEXIBILITY FACTORS (F) FOR 3NI DECK WITH TOP SEAM WELDS 1, 1 1 / inch Top Seam Weld Spacing Span (feet-inch) 6'-0" 8'-0" 10'-0" 1'-0" 1'-0" " o.c R.+1190R R R R 1" o.c R R R R R " o.c R 1.+13R R R R 1" o.c R R R R R " o.c R R R 1.+5R R 1" o.c R R R.9+5R.3+381R " o.c R R R R R 1" o.c R 8.+.1R.+59.3R.+9.R R " o.c R R R R 9.+39R 1" o.c R 8.+19R.+335R 6.9+9R 6.+39R " o.c R R R R R 1" o.c r.1+6.6r R R R " o.c R R R 9.+19R R 1" o.c R.6+8R R 6.+19R 5.+16R " o.c R R.+5.5R.+1.3R.1+.R 1" o.c R R R R 5.+.R " o.c R R.6+11R.0+95.R R 1" o.c R R R.8+95.R R " o.c R R 5.+1.R R R 1" o.c..9+1.r r.+1.r.+10.6r.0+9.1r 1 The R factor is the ratio of the vertical load span of the deck to the total length of the deck. For diaphragm flexibility limitations, see Table 1.

14 ESR-1 Most Widely Accepted and Trusted Page 13 of 6 Depth and Conc. Type 3 1 / " Normal 15 pcf " Normal 15 pcf Normal 15 pcf 6" Normal 15 pcf 3 1 / " Light- " Light- 3 / " Light- 5 3 / " Light- TABLE ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), AND FLEXIBILITY FACTORS, F, FOR 1.5VLI DECKS WITH NORMAL WEIGHT CONCRETE FILL (f'c = 3000 psi) Welds per Sheet Span, feet 6'-0" '-0" 8'-0" 9'-0" 10'-0" The flexibility factors for diaphragm covered by the table are less than one. See Table 1 for applications. Total slab depth is nominal depth from the top of concrete to bottom of deck.

15 ESR-1 Most Widely Accepted and Trusted Page 1 of 6 Depth and Concrete Type 3 " Normal 15 pcf 1 / " Normal 15 pcf 5 1 / " Normal 15 pcf 6 1 / " Normal 15 pcf TABLE NO. 19A ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), AND FLEXIBILITY FACTORS, F, FOR VLI DECKS WITH NORMAL WEIGHT CONCRETE FILL (f'c=3000 psi) 1, VLI - " Wide Span, feet '-0" 8'-0" 9'-0" 10'-0" 11'-0" 1'-0" 100 (1.15) 1650 (1.) 160 (1.0) 1590 (1.) 150 (1.) 1550 (1.6) 0 10 (1.0) 1680 (1.05) 160 (1.08) 1610 (1.10) 1580 (1.1) 1560 (1.13) (1.00) 1600 (1.0) 150 (1.0) (1.01) 90 (1.03) 60 (1.05) 30 (1.06) 10 (1.08) 190 (1.09) Depth and Concrete Type 3 " Normal 15 pcf 1 / " Normal 15 pcf 5 1 / " Normal 15 pcf 6 1 / " Normal 15 pcf VLI - 36" Wide Span, feet '-0" 8'-0" 9'-0" 10'-0" 11'-0" 1'-0" Three arc spot (puddle) welds for inches wide and four for 36 inches wide decks in each sheet (one weld at each flute). Flexibility factors in parentheses. Where no value is listed, the flexibility factor is less than one. See Table for applications. 3 Slab depth is in inches measured from the bottom of deck to top of concrete.

16 ESR-1 Most Widely Accepted and Trusted Page 15 of 6 Depth and Concrete Type 3 " Light 1 / " Light 5 1 / " Light 6 1 / " Light TABLE 19B ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), AND FLEXIBILITY FACTORS, F, FOR VLI DECKS WITH LIGHT WEIGHT CONCRETE FILL (f'c=3000 psi) 1, VLI - " Wide Span, feet '-0" 8'-0" 9'-0" 10'-0" 11'-0" 1'-0" 130 (1.) 1330 (1.) 190 (1.50) 10 (1.5) 10 (1.56) 130 (1.59) (1.5) 1360 (1.30) 130 (1.3) 0 (1.38) 160 (1.1) 130 (1.3) (1.1) 1390 (1.1) 1350 (1.) 1310 (1.5) 0 (1.8) 150 (1.31) 1500 (1.0) 130 (1.0) 1380 (1.11) 1330 (1.15) 1300 (1.) 10 (1.1) (1.01) 130 (1.0) 1530 (1.) 190 (1.31) 150 (1.3) 10 (1.3) 100 (1.39) 1380 (1.1) (1.13) 150 (1.1) 10 (1.0) 10 (1.3) 110 (1.5) 1390 (1.) (1.01) 1550 (1.05) 1500 (1.09) 160 (1.1) 130 (1.1) 110 (1.16) (1.00) 190 (1.03) 160 (1.05) 130 (1.08) (1.10) 10 (1.13) 1690 (1.15) 1660 (1.1) 160 (1.19) 160 (1.0) (1.01) 110 (1.03) 1680 (1.05) 1650 (1.0) 1630 (1.08) (1.00) 190 (1.00) Depth and Concrete Type 3 " Light 1 / " Light 5 1 / " Light 6 1 / " Light VLI - 36" Wide Span, feet '-0" 8'-0" 9'-0" 10'-0" 11'-0" 1'-0" Three arc spot (puddle) welds for inches wide and four for 36 inches wide decks in each sheet (one weld at each flute). Flexibility factors in parentheses. Where no value is listed, the flexibility factor is less than one. See Table for applications. 3 Slab depth is in inches measured from the bottom of deck to top of concrete.

17 ESR-1 Most Widely Accepted and Trusted Page 16 of 6 Depth and Concrete Type 3 Normal 15 pcf 5 1 / " Normal 15 pcf 6 1 / " Normal 15 pcf 1 / " Normal 15 pcf TABLE 0A ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), AND FLEXIBILITY FACTORS, F, FOR 3VLI DECKS WITH NORMAL WEIGHT CONCRETE FILL (f'c=3000 psi) 1, 3VLI - " Wide Span, feet 9'-0" 10'-0" 11'-0" 1'-0" 13'-0" 1'-0" 15'-0" 160 (1.0) 1590 (1.) 150 (1.) 1550 (1.6) 1530 (1.) 150 (1.8) 1510 (1.9) (1.08) 1610 (1.10) 1580 (1.1) 1560 (1.13) 150 (1.15) 150 (1.16) 1510 (1.1) (1.00) 1600 (1.0) 150 (1.0) 1550 (1.05) 1530 (1.0) 150 (1.08) (1.01) (1.05) 30 (1.06) 10 (1.08) 190 (1.09) 10 (1.10) 160 (1.11) 150 (1.11) (1.00) 150 (1.01) Depth and Concrete Type 3 Normal 15 pcf 5 1 / " Normal 15 pcf 6 1 / " Normal 15 pcf 1 / " Normal 15 pcf 3VLI - 36" Wide Span, feet 9'-0" 10'-0" 11'-0" 1'-0" 13'-0" 1'-0" 15'-0" Three arc spot (puddle) welds for inches wide and four for 36 inches wide decks in each sheet (one weld at each flute). Flexibility factors in parentheses. Where no value is listed, the flexibility factor is less than one. See Table for applications. 3 Slab depth is in inches measured from the bottom of deck to top of concrete.

18 ESR-1 Most Widely Accepted and Trusted Page 1 of 6 Depth and Concrete Type 3 Light 5 1 / " Light 6 1 / " Light 1 / " Light TABLE 0B ALLOWABLE DIAPHRAGM SHEAR VALUES, Q (plf), AND FLEXIBILITY FACTORS, F, FOR 3VLI DECKS WITH LIGHT WEIGHT CONCRETE FILL (f'c=3000 psi) 1, 3VLI - " Wide Span, feet 9'-0" 10'-0" 11'-0" 1'-0" 13'-0" 1'-0" 15'-0" 190 (1.50) 10 (1.5) 10 (1.56) 130 (1.59) 110 (1.61) 100 (1.63) 10 (1.6) (1.3) 0 (1.38) 160 (1.1) 130 (1.3) 110 (1.5) 100 (1.) 10 (1.9) (1.) 1310 (1.5) 0 (1.8) 150 (1.31) 130 (1.33) 110 (1.35) 1190 (1.3) 1380 (1.11) 1330 (1.15) 1300 (1.) 10 (1.1) 10 (1.) 10 (1.6) 100 (1.8) (1.01) 130 (1.0) 190 (1.06) 160 (1.08) 10 (1.10) 150 (1.3) 10 (1.3) 100 (1.39) 1380 (1.1) 130 (1.) 1350 (1.) 130 (1.5) 0 10 (1.0) 10 (1.3) 110 (1.5) 1390 (1.) 130 (1.9) 1360 (1.30) 130 (1.3) (1.09) 160 (1.1) 130 (1.1) 110 (1.16) 1380 (1.) 130 (1.0) 1350 (1.1) 150 (1.00) 190 (1.03) 160 (1.05) 130 (1.08) 100 (1.10) 1380 (1.11) 1360 (1.13) (1.15) 1660 (1.1) 160 (1.19) 160 (1.0) 1610 (1.1) 1590 (1.) 1580 (1.3) (1.03) 1680 (1.05) 1650 (1.0) 1630 (1.08) 1610 (1.10) 1590 (1.11) 1580 (1.1) (1.01) 1600 (1.0) 1590 (1.03) (1.00) 190 (1.00) 190 (1.01) 1910 (1.0) 1900 (1.03) Depth and Concrete Type 3 Light 5 1 / " Light 6 1 / " Light 1 / " Light 3VLI - 36" Wide Span, feet 9'-0" 10'-0" 11'-0" 1'-0" 13'-0" 1'-0" 15'-0" Three arc spot (puddle) welds for inches wide and four for 36 inches wide decks in each sheet (one weld at each flute). Flexibility factors in parentheses. Where no value is listed, the flexibility factor is less than one. See Table for applications. 3 Slab depth is in inches measured from the bottom of deck to top of concrete.

19 ESR-1 Most Widely Accepted and Trusted Page of 6 Depth 3 1 / " " 1 / " 5 1 / " 6" TABLE 1 ALLOWABLE SUPERIMPOSED LOAD (psf) FOR 1.5VLI DECK WITH PHOSPHATIZED / PAINTED OR GALVANIZED FINISH WITH NORMAL WEIGHT (15 pcf) CONCRETE (f'c=3000 psi) 1,,3 Maximum Unshored Span 5 Span (feet-inch) 1 Span Span 3 Span 5'-0" 5'-6" 6'-0" 6'-6" '-0" '-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 1'-0" 5'-10" '-8" '-9" '-11" 9'-" 9'-" '- 10'-10" 11'-1" '-6" '-3" '-" '-6" 8'-8" 8'-9" '-11" 10'-3" 10'-6" '-" 6'-11" '-0" '-" 8'-3" 8'-" '-6" 9'-9" 10'-0" '-0" 6'-8" 6'-9" '-10" '-11" 8'-0" '-1" 9'-" 9'-" '-9" 6'- 6'-6" '-8" '-" '-8" '-9" 9'-0" 9'-3" '-" 6'-" 6'-3" '- '-" ' '-6" 8'-8" 8'-11" Shoring calculations are determined for stress and deflection criteria based on deck supporting dead load of concrete metal deck and 0 psf construction load or 150 lbs concentrated load plus additional weight of concrete to account for the possibility of concrete piling at unshored single span condition only (See ASCE 3-91). Dead load deflection limited to 1 / 0 of span or 3 / inch, whichever is less. No allowance has been made for deflection of steel deck or support member. Exterior or end deck supports must provide a minimum -inch bearing length. Interior supports must provide a minimum -inch bearing length. 3 Support reactions due to dead loads and construction live loads before curing of concrete must not exceed the Allowable Web Crippling values (P n /Ω w ) set forth in Table 3. Total slab depth is the depth from top of concrete to bottom of deck. 5 One row of shoring required at midspan length longer than the maximum unshored clear span. Depth 3 1 / " " 1 / " 3 / " 5 3 / " See Table 1 footnotes. Depth 3 1 / " " 1 / " 3 / " 5 3 / " TABLE ALLOWABLE SUPERIMPOSED LOAD (psf) FOR 1.5VLI DECK WITH PHOSPHATIZED / PAINTED FINISH WITH LIGHT WEIGHT () CONCRETE (f'c=3000 psi) 1,,3 Maximum Unshored Span 5 Span (feet-inch) 1 Span Span 3 Span 5'-0" 5'-6" 6'-0" 6'-6" '-0" '-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 1'-0" 6'-" 8'-3" 8' '-6" 9'-6" 9'-10" '-3" 11'-" 11'-" '-0" '-11" 8'-0" '-1" 9'-6" 9'-" '-8" 11'-1" 11' '-8" '-" '-8" '-9" 9'-0" 9'-" '-3" 10'-8" 10'-11" '-" '- '-6" '-" 8'-10" 8'-11" '-0" 10'- 10'-8" '- '-3" '-" '-6" 8'-8" 8'-9" '-10" 10'-3" 10'-6" '-" 6'-11" '-0" '-1" 8'-" 8'-3" '- 9'-8" 9'-11" See Table 1 footnotes. TABLE 3 ALLOWABLE SUPERIMPOSED LOAD (psf) FOR 1.5VLI DECK WITH GALVANIZED FINISH WITH LIGHT WEIGHT () CONCRETE (f'c=3000 psi) 1,,3 Maximum Unshored Span 5 Span (feet-inch) 1 Span Span 3 Span 5'-0" 5'-6" 6'-0" 6'-6" '-0" '-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 1'-0" 6'-" 8'-3" 8' '-6" 9'-6" 9'-10" '-3" 11'-" 11'-" '-0" '-11" 8'-0" '-1" 9'-6" 9'-" '-8" 11'-1" 11' '-8" '-" '-8" '-9" 9'-0" 9'-" '-3" 10'-8" 10'-11" '-" '- '-6" '-" 8'-10" 8'-11" '-0" 10'- 10'-8" '- '-3" '-" '-6" 8'-8" 8'-9" '-10" 10'-3" 10'-6" '-" 6'-11" '-0" '-1" 8'-" 8'-3" '- 9'-8" 9'-11"