0 Most Widely Accepted and Trusted ICC ES Evaluation Report ICC ES 000 (800) 3 658 (56) 699 053 www.icc es.org ESR 1 Reissued 1/01 This report is subject to renewal 1/0. DIVISION: 05 00 00 METALS SECTION: 05 31 00 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 01 ICC Evaluation Service, LLC. All rights reserved.
ICC-ES Evaluation Report www.icc-es.org (800) 3-658 (56) 699-053 ESR-1 Reissued December 01 This report is subject to renewal December 0. A Subsidiary of the International Code Council DIVISION: 05 00 00 METALS Section: 05 31 00 Steel ing REPORT HOLDER: NUCOR CORPORATION VULCRAFT DIVISION 100 REXFORD ROAD CHARLOTTE, NORTH CAROLINA 811 (0) 366-000 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. 3. 1.5A, 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. 3.3 1.5VLI, 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 1605.3.1 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 1. 3. Diaphragm deflection limits must comply with Section 1.10.1 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 01 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 6
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:.3.3.1 Periodic Special Inspections: Periodic special inspections in accordance with Section 106.3 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..3.3. Continuous Special Inspections: Continuous special inspections must be provided where noted in Tables 10.3 and 10. of the IBC..3.3.3 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. 5..3 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 010..0 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.3.3.1 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.
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... 6 3 Web Crippling Values... Allowable Diaphragm Shear Values and Flexibility Factors & 5 1.5A and 1.5F s with Side Seam Welds... 8 6 1.5B and 1.5BI s with Side Seam Welds... 8 1.5B and 1.5BI s with Side Seam Welds... 9 8 & 9 1.5BI with Button-Punched Seams... 9 10 & 11 1.5BI with Top Seam Welds... 10 1 3N with Side Seam Welds... 10 13 3N with Side Seam Welds... 11 1 3NI with Button-Punched Seams... 11 15 3NI with Button-Punched Seams... 1 16 & 1 3NI with Top Seam Welds... 1 1.5VLI s with Normal Concrete Fill... 13 19A VLI s with Normal and Concrete Fill... 1 19B VLI s with Normal and Concrete Fill... 15 0A 3VLI s with Normal and Concrete Fill... 16 0B 3VLI s with Normal and Concrete Fill... 1 Allowable Superimposed Live Loads 1 1.5VLI with Phosphatized/Painted or Galvanized Finish with Normal Concrete... 1.5VLI with Phosphatized/Painted Finish with Concrete... 3 1.5VLI with Galvanized Finish with Concrete... VLI with Phosphatized/Painted or Galvanized Finish with Normal Concrete... 19 5 VLI with Phosphatized/Painted or Galvanized Finish with Lightweight Concrete... 19 6 3VLI with Galvanized Finish with Normal Concrete... 0 3VLI with Galvanized Finish with Lightweight Concrete... 0 8 3VLI with Phosphatized/Painted Finish with Normal Concrete... 1 9 3VLI with Phosphatized/Painted Finish with Lightweight Concrete... 1 Figures Page Steel Profiles 1 1.5A, 1.5F, 1.5B and 1.5B1... 1.5VLI... 3 3 VLI... 3VLI... 5 5 3N and 3N1... 6
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: 6.130 (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 = 65.16 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 = 0.113 kn-m, 1 kip =.8 kn, 1 ksi = 6.89 MPa, 1 foot = 30.8 mm.
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 0-150 00 :1 or as required for deflection 3:1 not used :1 10-0 00 1 / :1 or as required for deflection :1 as required for deflection 1 / :1 1-10 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.
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 0.095 33 19.8 0.116 0.10 0.098 0.10 0.106 1.5A0 0.0358 33 19.8 0.11 0.13 0.1 0.15 0.130 1.5A 0.0 33 19.8 0. 0.190 0.16 0.193 0.1 1.5F 0.095 33 19.8 0.15 0.113 0.11 0.19 0.11 1.5F0 0.0358 33 19.8 0.15 0.15 0.139 0.15 0. 1.5F 0.0 33 19.8 0.0 0.06 0.190 0.08 0.195 1.5B 0.095 33 19.8 0. 0.155 0.6 0.3 0.19 1.5B0 0.0358 33 19.8 0.16 0.01 0.3 0. 0. 1.5B 0.0 33 19.8 0.8 0.89 0.3 0.95 0.3 1.5BI 5 0.095 33 19.8 0. 0.151 0.1 0. 0. 1.5BI0 5 0.0358 33 19.8 0.16 0.196 0. 0.16 0.38 1.5BI 5 0.0 33 19.8 0.8 0.8 0.308 0.88 0.3 3N 0.095 33 19.8 0.89 0.659 0.38 0.88 0.33 3N0 0.0358 33 19.8 1.08 0.88 0.501 1.09 0.55 3N19 0.0 33 19.8 1.6 1.05 0.59 1.60 0.659 3N 0.0 33 19.8 1.30 1.35 0.688 1.30 0.9 3N16 0.0598 33 19.8 1.801 1.683 0.893 1.80 0.9 3NI 0.095 33 19.8 0.89 0.68 0.3 0.88 0.3 3NI0 0.0358 33 19.8 1.08 0.835 0.9 1.069 0.556 3NI19 0.0 33 19.8 1.6 1.030 0.589 1.9 0.659 3NI 0.0 33 19.8 1.30 1.1 0.680 1. 0. 3NI16 0.0598 33 19.8 1.801 1.663 0.885 1.9 0.9 1.5VLI 0.095 50 30 0.1 0.139 0.16 0.13 0.1 1.5VLI0 0.0358 50 30 0.0 0. 0. 0.15 0.6 1.5VLI 0.0 50 30 0.9 0.65 0.98 0.86 0.31 VLI 0.095 50 30 0.3 0.311 0.1 0.311 0.50 VLI0 0.0358 50 30 0.09 0.398 0.31 0.39 0.33 VLI19 0.0 50 30 0.9 0.83 0.03 0.81 0.1 VLI 0.0 50 30 0.558 0.553 0. 0.55 0.91 VLI16 6 0.0598 0 0.05 0.698 0.63 0.698 0.66 3VLI 0.095 50 30 0.8 0.0 0.385 0.11 0.06 3VLI0 0.0358 50 30 0.99 0.899 0.508 0.903 0.533 3VLI19 0.0 50 30 1.10 1.089 0.63 1.091 0.661 3VLI 0.0 50 30 1.55 1.3 0.56 1.3 0.85 3VLI16 6 0.0598 0 1.583 1.51 1.009 1.51 1.009 1 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 3.. 6 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.
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 19 33 N & NI 33 N & NI 16 33 1.5VLI 50 1.5VLI0 50 1.5VLI 50 VLI 50 VLI0 50 VLI19 50 VLI 50 VLI16 0 3VLI 50 3VLI0 50 3VLI19 50 3VLI 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 55 609 65 01 1 1 1 1 1 Interior 83 893 95 1010 1060 1060 1060 1060 1060 End 90 866 93 993 105 105 105 105 105 Interior 1191 13 19 1516 1516 1516 1516 1516 End 13 11 156 16 116 116 116 116 116 Interior 030 3 319 1 53 53 53 53 53 End 511 56 60 6 68 Interior 68 833 891 9 990 103 103 103 103 End 30 800 86 91 969 101 101 101 101 Interior 111 10 1 1353 119 1 1 1 1 End 1 1335 13 150 160 166 166 166 166 Interior 9 00 166 81 386 1 1 1 1 End 50 593 61 683 0 0 0 0 Interior 806 85 935 990 100 106 106 106 106 End 1 8 909 968 10 10 10 10 10 Interior 116 16 135 10 190 151 151 151 151 End 190 10 1510 1603 1688 116 116 116 116 Interior 1990 11 3 393 503 539 539 539 539 End 38 0 53 83 511 53 561 58 66 Interior 61 63 0 6 800 836 80 90 961 End 551 603 650 691 30 66 800 831 891 Interior 899 9 1036 109 11 119 13 8 130 End 3 805 865 90 90 1016 1060 1101 1 Interior 10 1301 138 159 158 1593 1653 110 16 End 93 101 1091 1158 10 1 1331 138 1 Interior 1533 169 151 3 198 00 081 151 8 End 10 1563 16 11 6 196 05 100 0 Interior 381 550 00 835 959 30 33 385 36 End 8 899 91 1035 1095 111 111 111 111 Interior 1 135 11 199 155 1609 1609 1609 1609 End 1168 19 138 16 159 158 158 158 158 Interior 168 191 038 15 5 99 99 99 99 End 1955 13 88 8 558 600 600 600 600 Interior 3015 3 3 366 393 38 38 38 38 End 363 399 31 60 86 511 53 556 596 Interior 50 6 661 699 35 6 98 88 88 End 5 5 616 655 69 6 58 88 8 Interior 85 89 951 100 1053 1099 111 1 15 End 696 61 8 869 916 960 100 101 111 Interior 1108 1195 11 130 103 16 151 150 166 End 89 959 109 109 1151 105 156 130 1393 Interior 10 151 1608 169 10 3 1911 195 095 End 1083 116 158 1333 101 16 15 1580 1685 Interior 150 5 1985 08 15 60 30 15 555 End 353 388 19 96 5 50 59 Interior 581 631 6 13 9 83 81 8 900 End 510 559 60 60 66 09 1 0 85 Interior 8 910 90 105 105 111 1165 106 3 End 683 803 853 899 93 983 10 1093 Interior 1131 10 19 1368 13 193 159 1603 10 End 866 9 1013 105 1133 16 136 13 Interior 13 155 161 0 81 1951 01 139 End 101 116 15 13 1386 19 1508 1563 166 Interior 191 06 1 1 30 389 66 609 1 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.
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. 310 0 0 0 10 190 " o.c. 330 90 0 50 30 10 1" o.c. 330 300 0 50 0 10 36" o.c. 00 30 300 0 50 0 " o.c. 60 00 360 380 310 80 1" o.c. 600 50 500 60 30 390 36" o.c. 30 380 350 30 300 0 " o.c. 30 380 350 330 310 80 1" o.c. 30 390 360 330 310 80 36" o.c. 00 590 510 60 0 360 " o.c. 0 660 600 550 510 50 1" o.c. 60 690 630 590 550 500 36" o.c. 60 560 510 0 0 00 " o.c. 630 560 50 80 50 00 1" o.c. 60 50 530 90 60 10 36" o.c. 1010 900 830 0 0 650 " o.c. 100 90 80 80 0 660 1" o.c. 1060 950 880 80 0 690 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. 11.6+8R 11.0+5R 10.+8R 10.0+161R 9.6+11R 8.9+113R " o.c. 10.+8R 9.5+5R 9.0+8R 8.5+161R 8.1+11R.5+113R 1" o.c..8+8r.+5r 6.+8R 6.3+161R 6.0+11R 5.5+113R 36" o.c. 10.+0.R 9.9+56.3R 9.6+6.9R 9.3+0.R 9.1+35.R 8.6+8.R " o.c. 9.3+0.R 8.9+56.3R 8.5+6.9R 8.+0.R.9+35.R.+8.R 1" o.c..5+0.r.0+56.3r 6.6+6.9R 6.3+0.R 6.1+35.R 5.+8.R 36" o.c. 9.0+158R 8.6+16R 8.3+105R 8.0+90R.+88R.3+63R " o.c. 8.0+158R.6+16R.+105R 6.9+90R 6.6+88R 6.+63R 1" o.c. 6.3+158R 5.9+16R 5.8+105R 5.3+90R 5.0+88R.+63R 36" o.c..8+39.r.+31.5r.5+6.3r.+.5r.+19.r.0+15.8r " o.c..+39.r.0+31.5r 6.8+6.3R 6.6+.5R 6.+19.R 6.1+15.8R 1" o.c. 6.0+39.R 5.+31.5R 5.+6.3R 5.+.5R 5.0+19.R.+15.8R 36" o.c. 6.0+68R 5.9+5R 5.8+5R 5.6+39R 5.5+3R 5.3+R " o.c. 5.5+68R 5.3+5R 5.+5R 5.0+39R.8+3R.6+R 1" o.c..8+68r.3+5r.1+5r 3.9+39R 3.8+3R 3.5+R 36" o.c. 5.+1R 5.+1R 5.+11R 5.1+10R 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 3.8+10R 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. 300 60 0 0 10 190 " o.c. 360 30 300 80 60 50 1" o.c. 50 500 0 50 0 0 36" o.c. 390 30 300 0 50 0 " o.c. 50 00 380 330 310 80 1" o.c. 630 50 530 500 80 60 36" o.c. 50 50 00 30 30 300 " o.c. 610 50 90 50 80 390 1" o.c. 80 90 50 10 690 650 36" o.c. 690 580 510 60 0 360 " o.c. 80 60 590 50 500 50 1" o.c. 100 930 850 800 60 10 36" o.c. 1110 950 80 60 00 610 " o.c. 160 1100 990 910 850 60 1" o.c. 100 1550 150 130 1300 10 36" o.c. 1510 150 1080 950 860 30 " o.c. 1660 100 130 1100 1010 890 1" o.c. 110 50 1680 1560 10 130
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. 11.6+9R 10.9+3R 10.+195R 9.9+16R 9.5+16R 8.9+11R " o.c. 10.+9R 9.5+3R 8.9+195R 8.+16R 8.1+16R.+11R 1" o.c..8+9r.1+3r 6.+195R 6.3+16R 6.0+16R 5.5+11R 36" o.c. 10.3+3R 9.9+58.R 9.6+8.R 9.3+1.R 9.0+36.5R 8.6+9.R " o.c. 9.3+3R 8.8+58.R 8.+8.R 8.1+1.R.8+36.5R.+9.R 1" o.c..5+3r.0+58.r 6.6+8.R 6.3+1.R 6.0+36.5R 5.6+9.R 36" o.c. 8.9+163R 8.6+131R 8.+109R.9+93.R.+81.R.+65.R " o.c. 8.0+163R.6+131R.+109R 6.9+93.R 6.6+81.R 6.+65.R 1" o.c. 6.3+163R 5.9+131R 5.5+109R 5.+93.R 5.0+81.R.6+65.R 36" o.c..8+0.9r.6+3.r.5+.r.3+3.r.+0.r 6.9+16.3R " o.c..+0.9r 6.9+3.R 6.+.R 6.5+3.R 6.+0.R 6.0+16.3R 1" o.c. 6.0+0.9R 5.+3.R 5.+.R 5.+3.R 5.0+0.R.+16.3R 36" o.c. 6.0+0.R 5.9+56.3R 5.+6.9R 5.6+0.R 5.5+35.R 5.3+8.R " o.c. 5.5+0.R 5.3+56.3R 5.1+6.9R 5.0+0.R.8+35.R.6+8.R 1" o.c..6+0.r.3+56.3r.1+6.9r 3.9+0.R 3.8+35.R 3.5+8.R 36" o.c. 5.+1.6R 5.+1.1R 5.+11.R 5.1+10.1R 5.1+8.8R 5.0+R " o.c..9+1.6r.8+1.1r.+11.r.+10.1r.6+8.8r.+r 1" o.c..+1.6r.1+1.1r 3.9+11.R 3.8+10.1R 3.+8.8R 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 1 0 19 Panel 1 0 19 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. 0 0 390 30 330 0 1" o.c. 550 510 80 50 10 350 " o.c. 650 580 530 90 60 390 1" o.c. 30 60 60 580 550 0 " o.c. 580 50 0 10 30 300 1" o.c. 60 60 50 500 50 380 " o.c. 800 0 650 600 530 0 1" o.c. 900 80 50 00 630 50 " o.c. 680 610 50 50 00 330 1" o.c. 90 0 60 550 90 10 " o.c. 90 80 60 660 590 80 1" o.c. 1050 950 80 60 680 50 " o.c. 900 30 60 50 80 390 1" o.c. 100 80 0 60 50 80 " o.c. 0 1080 910 90 00 50 1" o.c. 100 1190 100 890 800 660 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.6+65.6r 1" o.c. 16.+16R 15.9+131R 15.+109R 15.5+93.R 15.+8.0R 15.+65.6R " o.c. 15.1+3.0R 15.+58.R 15.3+8.R 15.+1.R 15.5+36.5R 15.8+9.R 1" o.c. 13.6+3.0R 13.5+58.R 13.5+8.R 13.5+1.R 13.5+36.5R 13.5+9.R " o.c. 15.8+1R 15.+9.5R 15.8+8.8R 15.8+6.5R 15.8+59.1R 15.9+.3R 1" o.c. 13.8+1R 13.6+9.5R 13.5+8.8R 13.+6.5R 13.3+59.1R 13.+.3R " o.c. 1.6+5.R 1.8+.1R 1.9+35.1R 13.1+30.1R 13.+6.3R 13.5+1.1R 1" o.c. 11.5+5.R 11.5+.1R 11.6+35.1R 11.6+30.1R 11.6+6.3R 11.+1.1R " o.c. 13.8+91.R 13.8+3.R 13.8+61.1R 13.9+5.R 1.0+5.9R 1.1+36.R 1" o.c. 1.+91.R 1.1+3.R 1.0+61.1R 11.9+5.R 11.9+5.9R 11.8+36.R " o.c. 11.1+0.9R 11.+3.R 11.+.R 11.5+3.R 11.+0.R 1.0+16.3R 1" o.c. 10.+0.9R 10.+3.R 10.+.R 10.3+3.R 10.+0.R 10.5+16.3R " o.c. 10.+5.6R 10.8+6.1R 10.9+38.R 11.0+3.9R 11.1+8.8R 11.3+3.0R 1" o.c. 9.+5.6R 9.6+6.1R 9.6+38.R 9.6+3.9R 9.6+8.8R 9.6+3.0R " o.c. 8.6+5.R 8.8+0.5R 9.0+1.1R 9.1+1.R 9.3+1.8R 9.6+10.3R 1" o.c. 8.1+5.R 8.1+0.5R 8.+1.1R 8.3+1.R 8.+1.8R 8.5+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.
ESR-1 Most Widely Accepted and Trusted Page 10 of 6 Panel 1 0 19 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. 80 60 0 30 0 00 1" o.c. 600 580 560 550 50 530 " o.c. 800 0 690 660 630 590 1" o.c. 90 860 810 80 50 10 " o.c. 560 530 510 500 90 0 1" o.c. 00 60 650 630 60 600 " o.c. 960 890 830 90 50 660 1" o.c. 1100 100 960 90 890 90 " o.c. 60 600 580 560 550 50 1" o.c. 80 50 30 10 690 60 " o.c. 1100 100 950 900 80 10 1" o.c. 160 110 1100 1050 980 80 " o.c. 810 60 30 00 680 60 1" o.c. 980 930 900 80 850 80 " o.c. 160 1330 100 1060 960 810 1" o.c. 1630 1500 130 10 1110 850 Panel 1 0 19 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. 1.3+16R 11.5+131R 9.+109R 8.5+93.R.6+8R 6.5+65.6R 1" o.c. 1.0+16R 9.+131R 8.+109R.3+93.R 6.6+8R 5.6+65.6R " o.c. 16.3+3.0R 13.+58.R 11.5+8.R 10.1+1.R 9.1+36.5R.8+9.R 1" o.c. 1.5+3.0R 11.9+58.R 10.+8.R 9.0+1.R 8.1+36.5R 6.9+9.R " o.c. 1.6+1R 10.+9.5R 8.6+8.8R.6+6.5R 6.8+59.1R 5.8+.3R 1" o.c. 10.6+1R 8.6+9.5R.+8.8R 6.5+6.5R 5.9+59.1R 5.1+.3R " o.c. 1.0+5.R 11.5+.1R 9.9+35.1R 8.8+30.1R 8.0+6.3R 6.9+1.1R 1" o.c. 1.5+5.R 10.3+.1R 8.9+35.1R.9+30.1R.+6.3R 6.+1.1R " o.c. 11.3+91.R 9.+3.R.8+61.1R 6.9+5.R 6.+5.9R 5.3+36.R 1" o.c. 9.6+91.R.9+3.R 6.+61.1R 6.0+5.R 5.+5.9R.6+36.R " o.c. 1.+0.9R 10.3+3.R 8.9+.R.9+3.R.+0.R 6.+16.3R 1" o.c. 11.+0.9R 9.3+3.R 8.0+.R.1+3.R 6.5+0.R 5.6+16.3R " o.c. 9.+5.6R.+6.1R 6.6+38.R 5.8+3.9R 5.3+8.8R.5+3.0R 1" o.c. 8.1+5.6R 6.6+6.1R 5.+38.R 5.1+3.9R.6+8.8R.0+3.0R " o.c. 9.9+5.R 8.3+0.5R.3+1.1R 6.5+1.R 6.0+1.8R 5.+10.3R 1" o.c. 9.1+5.R.6+0.5R 6.6+1.1R 5.9+1.R 5.+1.8R.+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 0 19 16 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. 00 0 10 10 160 1" o.c. 30 30 310 310 300 " o.c. 0 30 10 00 190 1" o.c. 10 30 350 30 330 " o.c. 310 90 0 60 50 1" o.c. 50 90 80 0 60 " o.c. 0 380 30 30 300 1" o.c. 650 590 550 50 510 " o.c. 60 10 390 30 360 1" o.c. 0 00 60 650 60 " o.c. 660 560 500 60 30 1" o.c. 90 80 80 0 10 " o.c. 630 560 50 90 0 1" o.c. 990 90 880 850 830 " o.c. 910 60 60 610 50 1" o.c. 0 1130 100 980 90 " o.c. 90 860 800 0 0 1" o.c. 0 1380 1330 1300 190 " o.c. 1330 110 1030 960 90 1" o.c. 00 1630 150 190 160
ESR-1 Most Widely Accepted and Trusted Page 11 of 6 Panel 0 19 16 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. 1.6+1590R 1.9+1190R 13.1+95R 11.+95R 10.+681R 1" o.c. 11.+1590R 9.6+1190R 8.5+95R.+95R.1+681R " o.c. 13.5+1R 1.+13R 11.+106R 10.+83.3R 9.8+5.R 1" o.c. 9.8+1R 8.+13R.9+106R.3+83.3R 6.8+5.R " o.c. 1.5+889R 1.5+66R 11.0+53R 10.0+5R 9.+381R 1" o.c. 9.+889R 8.+66R.3+53R 6.6+5R 6.1+381R " o.c. 10.+98.8R 9.9+.1R 9.+59.3R 8.+9.R 8.3+.3R 1" o.c. 8.1+98.8R.+.1R 6.6+59.3R 6.+9.R 5.8+.3R " o.c. 1.+559R 10.+19R 9.5+335R 8.+9R 8.0+39R 1" o.c. 8.3+559R.1+19R 6.3+335R 5.8+9R 5.3+39R " o.c. 8.9+6.1R 8.3+6.6R.8+3.R.+31.0R.1+6.6R 1" o.c. 6.8+6.1R 6.+6.6R 5.+3.R 5.3+31.0R 5.1+6.6R " o.c. 10.6+383R 9.3+8R 8.+30R.+19R.1+16R 1" o.c..3+383r 6.3+8R 5.6+30R 5.1+19R.8+16R " o.c..5+.6r.1+31.9r 6.8+5.5R 6.5+1.3R 6.+.R 1" o.c. 5.9+.6R 5.+31.9R 5.0+5.5R.+1.3R.5+.R " o.c..8+191r.0+13r 6.+11R 5.9+95.R 5.6+81.8R 1" o.c. 5.6+191R.9+13R.+11R.1+95.R 3.8+81.8R " o.c. 5.5+1.R 5.3+15.9R 5.1+1.R 5.0+10.6R.8+9.1R 1" o.c..+1.r.1+15.9r 3.9+1.R 3.+10.6R 3.5+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. Panel 0 19 16 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. 130 110 100 90 90 1" o.c. 0 160 150 150 10 " o.c. 0 0 160 10 130 1" o.c. 0 30 10 190 0 " o.c. 00 160 10 130 10 1" o.c. 60 30 10 190 190 " o.c. 350 80 0 10 190 1" o.c. 10 30 300 0 50 " o.c. 0 0 190 10 160 1" o.c. 30 90 60 50 30 " o.c. 90 380 30 80 50 1" o.c. 550 50 390 360 330 " o.c. 350 80 0 0 00 1" o.c. 30 360 30 300 80 " o.c. 60 90 10 350 30 1" o.c. 00 560 80 30 00 " o.c. 530 0 350 310 80 1" o.c. 610 510 0 00 380 " o.c. 910 10 590 510 50 1" o.c. 1000 90 60 600 50
ESR-1 Most Widely Accepted and Trusted Page 1 of 6 Panel 0 19 16 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. 3.1+1590R 3.8+1190R 9.3+95R 53.9+95R 5.9+681R 1" o.c..+1590r 30.8+1190R 33.3+95R 35.3+95R 3.0+681R " o.c. 1.5+1R 6.8+13R 31.8+106R 36.5+83.3R 0.9+5.R 1" o.c..1+1r 1.6+13R.6+106R.3+83.3R 9.+5.R " o.c. 9.1+889R 35.+66R 0.5+53R 5.1+5R 9.+381R 1" o.c..+889r 6.1+66R 8.9+53R 31.+5R 33.1+381R " o.c. 16.+98.8R 0.+.1R 5.0+59.3R 9.+9.R 33.+.3R 1" o.c. 1.+98.8R 1.+.1R 0.3+59.3R.9+9.R 5.3+.3R " o.c. 3.+559R 8.9+19R 33.+335R 38.1+9R.1+39R 1" o.c. 19.0+559R.+19R 5.1+335R.5+9R 9.5+39R " o.c. 1.9+6.1R 16.6+6.6R 0.3+3.R.0+31.0R.6+6.6R 1" o.c. 11.6+6.1R 1.+6.6R 1.0+3.R 19.5+31.0R 1.9+6.6R " o.c. 19.+383R.3+8R 8.+30R 3.8+19R 36.5+16R 1" o.c. 16.3+383R 19.+8R.1+30R.+19R 6.5+16R " o.c. 10.6+.6R 13.8+31.9R 1.0+5.5R 0.3+1.3R 3.6+.R 1" o.c. 9.+.6R 1.+31.9R 1.6+5.5R 16.9+1.3R 19.1+.R " o.c. 13.5+191R 1.+13R 0.+11R.0+95.R.+81.8R 1" o.c. 11.8+191R 1.+13R 16.8+11R.9+95.R 0.8+81.8R " o.c..+1.r 9.+15.9R 1.+1.R 1.8+10.6R 1.+9.1R 1" o.c. 6.9+1.R 8.9+15.9R 10.8+1.R 1.+10.6R 1.6+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. Panel 0 19 16 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. 160 10 10 130 130 1" o.c. 60 50 0 0 30 " o.c. 30 190 10 160 150 1" o.c. 330 300 80 0 60 " o.c. 60 30 10 00 00 1" o.c. 10 390 30 360 350 " o.c. 380 30 80 60 0 1" o.c. 50 80 0 0 00 " o.c. 380 30 310 90 80 1" o.c. 590 550 50 510 90 " o.c. 580 80 0 380 350 1" o.c. 90 690 630 590 50 " o.c. 50 60 0 390 30 1" o.c. 90 30 690 60 650 " o.c. 800 660 50 50 80 1" o.c. 1080 930 850 90 50 " o.c. 830 0 660 60 600 1" o.c. 110 1110 1060 1030 1010 " o.c. 1190 1000 880 810 0 1" o.c. 1550 130 10 110 110 Panel 0 19 16 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. 1.6+1590R.+1190R 16.1+95R 1.5+95R 13.+681R 1" o.c. 1.1+1590R 11.8+1190R 10.3+95R 9.3+95R 8.5+681R " o.c. 15.6+1R 1.+13R 13.1+106R 1.3+83.3R 11.5+5.R 1" o.c. 11.5+11R 10.+13R 9.+106R 8.5+83.3R 8.0+5.R " o.c. 1.6+889R 15.+66R 13.5+53R 1.+5R 11.+381R 1" o.c. 11.8+889R 10.0+66R 8.8+53R.9+5R.3+381R " o.c. 1.+98.8R 11.+.1R 10.+59.3R 10.1+9.R 9.6+.3R 1" o.c. 9.3+98.8R 8.+.1R.+59.3R.+9.R 6.8+.3R " o.c. 1.+559R 1.9+19R 11.5+335R 10.5+9R 9.+39R 1" o.c. 10.1+559R 8.+19R.+335R 6.9+9R 6.+39R " o.c. 9.9+6.1R 9.+6.6R 8.9+3.R 8.5+31.0R 8.+6.6R 1" o.c..8+6.1r.1+6.6r 6.6+3.R 6.+31.0R 5.9+6.6R " o.c. 1.5+383R 11.1+8R 10.1+30R 9.+19R 8.6+16R 1" o.c. 8.3+383R.6+8R 6.8+30R 6.+19R 5.+16R " o.c. 8.+.6R 8.0+31.9R.+5.5R.+1.3R.1+.R 1" o.c. 6.+.6R 6.+31.9R 5.8+5.5R 5.+1.3R 5.+.R " o.c. 9.1+191R 8.3+13R.6+11R.0+95.R 6.6+81.8R 1" o.c. 6.+191R 5.9+13R 5.3+11R.8+95.R.5+81.8R " o.c. 6.0+1.R 5.9+15.9R 5.+1.R 5.6+10.6R 5.+9.1R 1" o.c..9+1.r.6+15.9r.+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.
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) 1 0 0 0 0 0 0 0 0 Welds per Sheet Span, feet 6'-0" '-0" 8'-0" 9'-0" 10'-0" 0 150 100 1660 160 030 1930 50 190 150 90 10 10 1690 1650 10 00 1930 60 00 00 1930 0 0 10 30 10 090 000 190 060 1990 190 1900 60 0 10 090 030 1990 130 050 1980 1930 90 380 60 10 100 00 80 10 080 00 1960 610 50 330 0 160 50 0 0 30 30 0 650 50 510 0 610 50 60 10 30 860 0 650 580 50 60 650 560 90 0 3090 930 810 0 60 300 950 980 850 80 30 310 3050 990 90 3090 3000 90 890 850 330 30 3130 3060 3000 30 310 300 90 90 350 310 390 3190 310 1500 130 130 1330 1300 100 1600 1530 10 10 150 0 10 130 1330 0 100 1610 150 0 10 1600 150 150 100 050 90 10 160 1600 1650 1580 1530 190 160 60 160 1690 1630 1580 130 160 1580 1530 190 1980 50 160 1690 160 0 160 1680 1610 1560 10 050 1930 30 160 90 0 10 130 100 100 000 190 0 0 1960 80 10 160 10 10 090 000 1930 0 110 000 1910 50 00 0 80 160 00 1990 10 10 080 00 010 10 310 0 0 130 80 190 130 080 00 530 10 30 50 190 30 310 30 160 110 60 600 80 390 310 1 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.
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) 19 0 10 160 1630 (1.00) 1600 (1.0) 150 (1.0) 30 160 100 1660 160 1590 16 190 50 0 130 1680 160 190 (1.01) 90 (1.03) 60 (1.05) 30 (1.06) 10 (1.08) 190 (1.09) 0 190 190 80 50 0 00 19 00 1960 1910 0 0 10 00 000 190 1900 60 30 16 0 090 00 190 190 80 10 30 30 310 90 0 0 50 00 360 30 300 80 19 500 0 390 350 30 90 50 0 0 380 30 310 16 660 50 500 0 00 360 890 850 810 90 60 50 0 930 880 80 800 80 50 19 980 910 80 830 800 0 300 950 900 850 80 90 16 310 3050 980 90 880 80 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" 10 10 1680 160 1610 1590 0 30 160 110 160 160 1610 19 90 0 160 110 160 160 1960 0 00 150 100 1660 16 100 1990 1910 0 0 10 010 1960 190 80 50 30 0 00 000 1950 1910 80 50 19 130 050 1990 1950 1910 80 190 110 00 1990 190 1900 16 30 30 150 080 00 1980 90 0 390 360 330 310 0 550 80 30 390 360 330 19 610 530 0 30 390 350 60 590 50 60 0 380 16 80 10 630 560 500 60 90 910 80 80 810 90 0 3030 960 910 80 830 810 19 3090 3010 950 900 860 830 3150 3060 3000 90 900 860 16 3300 3190 3100 300 980 930 1 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.
ESR-1 Most Widely Accepted and Trusted Page 15 of 6 Depth and Concrete Type 3 " 1 / " 5 1 / " 6 1 / " 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) 0 110 (1.5) 1360 (1.30) 130 (1.3) 0 (1.38) 160 (1.1) 130 (1.3) 19 160 (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) 16 160 1530 160 100 1360 (1.01) 130 (1.0) 1530 (1.) 190 (1.31) 150 (1.3) 10 (1.3) 100 (1.39) 1380 (1.1) 0 150 (1.13) 150 (1.1) 10 (1.0) 10 (1.3) 110 (1.5) 1390 (1.) 19 1610 (1.01) 1550 (1.05) 1500 (1.09) 160 (1.1) 130 (1.1) 110 (1.16) 1660 1590 150 (1.00) 190 (1.03) 160 (1.05) 130 (1.08) 16 10 1690 160 1560 150 0 10 (1.10) 10 (1.13) 1690 (1.15) 1660 (1.1) 160 (1.19) 160 (1.0) 0 10 150 (1.01) 110 (1.03) 1680 (1.05) 1650 (1.0) 1630 (1.08) 19 50 190 10 100 160 160 1900 30 10 130 1690 1660 16 010 190 50 00 150 10 080 00 000 1980 1960 (1.00) 190 (1.00) 0 10 00 030 1990 190 190 19 10 100 060 00 1990 1960 10 10 090 00 010 1980 16 330 0 10 110 00 030 Depth and Concrete Type 3 " 1 / " 5 1 / " 6 1 / " VLI - 36" Wide Span, feet '-0" 8'-0" 9'-0" 10'-0" 11'-0" 1'-0" 150 1390 1350 130 190 10 0 1510 10 1390 1350 1310 190 19 150 190 130 1380 130 1310 1630 150 0 10 1380 130 16 0 160 1580 150 160 110 1610 1550 1510 0 150 130 0 1660 1600 1550 1510 10 10 19 130 1650 1590 150 1500 10 190 100 1630 1580 150 1500 16 190 30 10 160 160 150 0 190 150 110 1690 1660 0 1900 30 0 10 110 1680 19 1960 90 30 0 10 110 030 190 0 0 10 10 16 0 00 1980 1910 60 10 160 100 060 030 000 1980 0 0 150 100 060 00 000 19 80 00 10 090 060 00 30 50 190 130 090 050 16 90 380 300 30 10 10 1 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.
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) 0 160 (1.08) 1610 (1.10) 1580 (1.1) 1560 (1.13) 150 (1.15) 150 (1.16) 1510 (1.1) 19 160 1630 (1.00) 1600 (1.0) 150 (1.0) 1550 (1.05) 1530 (1.0) 150 (1.08) 100 1660 160 1590 150 1550 1530 (1.01) 16 0 130 1680 160 1610 1590 1560 60 (1.05) 30 (1.06) 10 (1.08) 190 (1.09) 10 (1.10) 160 (1.11) 150 (1.11) 0 80 50 0 00 0 160 (1.00) 150 (1.01) 19 1910 0 0 10 190 10 150 190 1900 60 30 10 0 10 16 00 190 190 80 50 0 00 30 310 90 0 50 0 30 0 360 30 300 80 60 0 30 19 390 350 30 90 0 50 30 0 380 30 310 80 60 0 16 500 0 00 360 330 300 80 810 90 60 50 30 0 00 0 80 800 80 50 30 0 00 19 80 830 800 0 50 30 10 900 850 80 90 60 0 0 16 980 90 880 80 810 80 60 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" 160 160 1610 1590 150 1550 150 0 110 160 160 1610 1590 1560 1550 19 150 110 160 1630 1610 1580 1560 00 10 100 1660 1630 1600 1580 16 1910 0 0 130 100 1660 1630 1910 80 50 30 10 190 0 0 1950 1910 80 50 0 00 190 19 1990 190 1910 0 50 0 00 00 1980 190 1900 0 0 0 16 10 080 00 190 1930 1900 0 390 360 330 310 90 0 60 0 30 390 350 330 300 80 60 19 0 0 380 350 30 300 80 510 60 0 380 350 30 300 16 60 550 500 50 10 380 350 80 80 810 90 0 50 0 0 910 80 830 800 80 60 0 19 950 900 860 830 800 80 60 990 90 890 860 830 800 80 16 3100 3030 980 930 890 860 830 1 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.
ESR-1 Most Widely Accepted and Trusted Page 1 of 6 Depth and Concrete Type 3 5 1 / " 6 1 / " 1 / " 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) 0 130 (1.3) 0 (1.38) 160 (1.1) 130 (1.3) 110 (1.5) 100 (1.) 10 (1.9) 19 1350 (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) 16 160 100 1360 (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) 19 1500 (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) 16 160 1560 150 0 150 10 100 1690 (1.15) 1660 (1.1) 160 (1.19) 160 (1.0) 1610 (1.1) 1590 (1.) 1580 (1.3) 0 110 (1.03) 1680 (1.05) 1650 (1.0) 1630 (1.08) 1610 (1.10) 1590 (1.11) 1580 (1.1) 19 10 100 160 160 160 (1.01) 1600 (1.0) 1590 (1.03) 10 130 1690 1660 160 160 1600 16 50 00 150 10 1680 1660 1630 000 1980 1960 (1.00) 190 (1.00) 190 (1.01) 1910 (1.0) 1900 (1.03) 0 030 1990 190 190 1930 1910 90 19 060 00 1990 1960 190 190 1900 090 00 010 1980 1950 1930 1910 16 10 110 00 030 000 190 1950 Depth and Concrete Type 3 5 1 / " 6 1 / " 1 / " 3VLI - 36" Wide Span, feet 9'-0" 10'-0" 11'-0" 1'-0" 13'-0" 1'-0" 15'-0" 1350 130 190 10 150 130 10 0 1390 1350 1310 0 160 10 10 19 130 1380 130 1310 0 160 10 10 10 130 130 1310 0 160 16 1580 150 160 110 130 130 1310 1510 10 150 10 100 1390 130 0 150 1500 10 10 10 100 1380 19 1590 150 1500 10 10 10 100 1630 1580 1530 1500 160 10 110 16 10 160 1610 150 1530 1500 10 10 110 1680 1660 160 160 1610 0 0 10 110 1680 1660 160 160 19 0 0 10 100 1680 1650 1630 0 10 10 130 100 160 1650 16 1980 1910 50 10 10 130 100 060 030 000 1980 1960 190 1930 0 100 060 00 1990 190 1950 1930 19 10 090 050 00 1990 190 1950 0 130 090 050 00 1990 190 16 90 0 10 10 080 050 00 1 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.
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" 31 9 0 196 16 159 1 13 11 111 10 9 8 81 5 0 6'-11" 9'-" 9'-" 35 306 5 196 1 161 1 135 1 11 106 98 91 85 8'- 10'-10" 11'-1" 395 351 315 85 60 38 9 1 158 16 135 15 116 108 101 5'-6" '-3" '-" 331 90 56 8 05 5 168 153 10 19 119 109 101 9 8 0 6'-6" 8'-8" 8'-9" 00 356 8 53 8 06 11 15 1 133 13 11 106 99 '-11" 10'-3" 10'-6" 00 00 36 330 301 39 00 3 169 156 15 135 15 11 5'-" 6'-11" '-0" 380 33 9 6 35 13 193 16 161 136 16 116 108 100 0 6'-" 8'-3" 8'-" 00 00 35 90 61 36 15 196 0 165 15 11 131 11 113 '-6" 9'-9" 10'-0" 00 00 00 3 30 50 8 10 193 19 166 15 13 13 5'-0" 6'-8" 6'-9" 00 36 333 9 6 1 19 199 16 15 1 13 1 113 0 5'-10" '-11" 8'-0" 00 00 368 39 96 6 3 03 13 160 138 '-1" 9'-" 9'-" 00 00 00 380 3 310 8 58 3 19 0 8 1 16 15 '-9" 6'- 6'-6" 00 00 33 33 99 0 5 3 0 8 13 160 13-0 5'-8" '-" '-8" 00 00 00 368 331 99 8 8 10 193 19 166 15 1 6'-9" 9'-0" 9'-3" 00 00 00 00 383 3 316 89 66 5 6 10 195 10 '-" 6'-" 6'-3" 00 00 00 369 331 99 1 8 08 19 1 16 - - 0 5'- '-" '- 00 00 00 00 36 33 30 6 53 3 1 198 11 159 6'-6" 8'-8" 8'-11" 00 00 00 00 00 38 350 30 9 1 51 33 16 0 8 1 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'- 35 88 35 11 190 13 15 1 133 13 113 105 98 90 81 0 '-6" 9'-6" 9'-10" 356 316 8 5 11 191 15 160 136 16 1 110 10 96 9'-3" 11'-" 11'-" 00 36 35 9 68 6 6 1 159 138 10 108 6'-0" '-11" 8'-0" 38 309 5 1 01 3 168 15 13 13 13 11 10 98 0 '-1" 9'-6" 9'-" 00 368 330 1 5 03 6 11 158 1 13 1 119 111 8'-8" 11'-1" 11'- 00 00 36 31 310 85 35 16 199 11 159 19 139 130 5'-8" '-" '-8" 00 35 315 8 5 31 10 193 1 16 15 11 131 1 11 0 6'-9" 9'-0" 9'-" 00 00 38 311 81 55 33 13 19 168 15 16 136 8'-3" 10'-8" 10'-11" 00 00 00 390 355 9 69 8 11 196 10 159 19 5'-" '- '-6" 00 38 335 300 1 6 05 9 1 16 150 10 130 1 0 6'-" 8'-10" 8'-11" 00 00 30 331 99 8 09 19 0 16 156 15 136 8'-0" 10'- 10'-8" 00 00 00 00 38 313 86 63 3 08 19 1 10 159 5'- '-3" '-" 00 00 356 319 88 61 38 01 5 1 160 19 139 130 0 6'-6" 8'-8" 8'-9" 00 00 393 35 3 89 63 3 06 191 1 165 155 15 '-10" 10'-3" 10'-6" 00 00 00 00 00 333 30 9 58 38 1 06 193 0 169 5'-" 6'-11" '-0" 00 00 00 36 30 308 81 58 3 19 03 8 15 16 153 0 6'-1" 8'-" 8'-3" 00 00 00 00 35 30 311 85 63 3 5 09 195 11 '- 9'-8" 9'-11" 00 00 00 00 00 39 359 39 30 81 61 3 13 199 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'- 8 199 1 160 15 13 10 110 10 9 8 81 5 0 0 '-6" 9'-6" 9'-10" 305 1 3 0 1 161 16 13 13 11 105 9 91 8 9 9'-3" 11'-" 11'-" 350 311 9 5 30 11 19 156 1 133 13 11 10 100 93 6'-0" '-11" 8'-0" 3 61 31 0 6 168 153 10 1 109 101 9 8 8 0 '-1" 9'-6" 9'-" 355 315 83 8 06 10 156 13 13 1 113 105 98 9 8'-8" 11'-1" 11'- 00 360 33 9 66 19 1 16 15 13 13 13 115 108 5'-8" '-" '-8" 3 99 65 3 13 193 16 161 136 15 116 108 100 9 0 6'-9" 9'-0" 9'-" 00 361 3 6 36 1 195 16 151 10 130 11 11 105 8'-3" 10'-8" 10'-11" 00 00 369 33 305 8 6 0 191 16 163 15 11 13 13 5'-" '- '-6" 396 319 83 53 06 11 15 15 13 1 115 10 100 0 6'-" 8'-10" 8'-11" 00 385 31 9 5 8 08 190 15 161 19 138 19 10 11 8'-0" 10'- 10'-8" 00 00 393 356 3 6 1 1 03 8 1 16 151 11 13 5'- '-3" '-" 386 339 300 69 19 199 16 15 1 13 1 11 106 0 6'-6" 8'-8" 8'-9" 00 00 33 9 6 1 0 6 11 158 1 13 1 119 '-10" 10'-3" 10'-6" 00 00 00 38 3 80 56 3 16 199 5 1 160 19 10 5'-" 6'-11" '-0" 00 00 355 31 85 58 35 15 19 168 156 15 135 15 0 6'-1" 8'-" 8'-3" 00 00 391 350 315 86 61 39 19 0 1 16 151 11 '- 9'-8" 9'-11" 00 00 00 00 36 330 301 6 5 35 03 9 16 165