0 Most Widely Accepted and Trusted ICC ES Evaluation Report ICC ES 000 (800) 4 6587 (56) 699 054 www.icc es.org ESR 159 Reissued 07/018 This report is subject to renewal 07/00. DIVISION: 06 00 00 WOOD, PLASTICS AND COMPOSITES SECTION: 06 05.1 NAILS SECTION: 06 05.15 STAPLES REPORT HOLDER: INTERNATIONAL STAPLE, NAIL AND TOOL ASSOCIATION EVALUATION SUBJECT: POWER DRIVEN STAPLES AND NAILS 014 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 018 ICC Evaluation Service, LLC. All rights reserved.
ICC-ES Evaluation Report www.icc-es.org (800) 4-6587 (56) 699-054 ESR-159 Reissued July 018 This report is subject to renewal July 00. A Subsidiary of the International Code Council DIVISION: 06 00 00 WOOD, PLASTICS AND COMPOSITES Section: 06 05.1 Nails Section: 06 05.15 Staples REPORT HOLDER: INTERNATIONAL STAPLE, NAIL AND TOOL ASSOCIATION ADDITIONAL LISTEES: AMERICAN FASTENERS CO. LTD. BUILDING MATERIAL DISTRIBUTORS, INC. FALCON FASTENERS REG'D FASCO AMERICA, INC. HITACHI KOKI U.S.A., LTD. HUTTIG BUILDING PRODUCTS JAACO CORPORATION KOCERA SENCO INDUSTRIAL TOOLS, INC. MID-CONTINENT NAIL STEEL & WIRE (MID- CONTINENT NAIL) PASLODE, AN ILLINOIS TOOL WORKS COMPAN PEACE INDUSTRIES PRIMESOURCE BUILDING PRODUCTS SPECIALT FASTENING SSTEMS, INC. STANLE BLACK AND DECKER INC. EVALUATION SUBJECT: POWER-DRIVEN STAPLES AND NAILS 1.0 EVALUATION SCOPE Compliance with the following codes: 018, 015, 01, 009 and 006 International Building Code (IBC) 018, 015, 01, 009 and 006 International Residential Code (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see the ESR-159 LABC and LARC Supplement. Properties evaluated: Bending yield strength Compliance with prescriptive requirements of the IBC and IRC. Compliance with material requirements, dimensions and tolerances of ASTM F1667. Use in diaphragms, shear walls and braced walls. Fastening schedules which are alternates to those included in the codes..0 USES The nails and staples described in this report are used for engineered and nonengineered (prescriptive) structural connections..0 DESCRIPTION.1 General: The fasteners recognized in this report are manufactured by and for the additional listees on this report, which are member companies of the International Staple, Nail and Tool Association (ISANTA). Appendix B of this report lists the fasteners recognized for each listee.. Staples: Recognized staples are manufactured from bright or zinccoated carbon steel wire. Recognized staples comply with Table 60 of ASTM F1667-17 and have the characteristics shown in the table below. The staples have a minimum crown width of 7 / 16 inch (11.1 mm) and a minimum leg length of 1 1 / inches (8 mm). The staples are collated into strips and cohered with polymer coatings. Staple crown widths and leg lengths specified in this report are overall dimensions. TABLE. STAPLE CHARACTERISTICS STAPLE GAGE NOMINAL WIRE DIAMETER (inch) NOMINAL STAPLE WIDTH (inch) MINIMUM BENDING MOMENT (lbf.-in.) 14 0.080 0.0855 4. 15 0.070 0.07 4.0 16 0.065 0.064.6 For SI: 1 inch = 5.4 mm; 1 lbf-in = N-m. 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 018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 40
ESR-159 Most Widely Accepted and Trusted Page of 40. Nails: Recognized nails are manufactured from bright steel wire, galvanized steel wire, or stainless steel wire. The nails have full round heads or modified round heads, such as offset heads, clipped heads ( D heads) and notched heads, as shown in Figure 1. Nails have smooth or deformed (threaded) shanks. Deformed shanks may be annularly threaded (ring shank) or helically threaded (screw shank). Dimensional tolerances conform to ASTM F1667. Nails designated as Metal Hardware Nails (MHN) are primarily intended for use with metal hardware (e.g. joist hangers, strap anchors, etc.), but may also be used in other engineered and prescriptive wood-to-wood or metalto-wood connections. They have full round heads and smooth or ring shanks. Nails with coating designated as EG are electrogalvanized in accordance with ASTM A641, Class 1. Nails with coating designated as HDG are hot-dip galvanized and comply with the coating thickness requirement of ASTM A15, Class D. Both EG and HDG nails comply with the requirements of Section 10.1 of ASTM F1667. Specific nail products are coated with proprietary polymer coatings as indicated in Appendix B. These coatings are intended to aid in the driving of nails when used with power tools. Nails are collated and cohered into strips or coils for loading into a power driving tool. Typical recognized products are illustrated in Figure 1. Table 1 lists typical nail sizes addressed in this report. See Appendix B for detailed nail descriptions including bending yield strength for products recognized for each listee. Nails for each listee having the same diameter, shank type and finish type as those listed in Appendix B, are recognized for any length..4 Wood: Wood members must be as described in the tables in this report. Sawn lumber must have an assigned specific gravity (SG) equal to or greater than what is required in the applicable table. Where use of engineered wood products is addressed in tables in this report, the products must have an equivalent specific gravity (ESG) equal to or greater than the SG that is addressed in the table, as shown in the applicable ICC-ES evaluation report for the engineered wood product..5 Steel Side Plates: Steel side plates must comply with ASTM A65 SS Grade or 40, or with ASTM A6, as indicated in Table B. The steel must have a minimum base steel thickness as indicated in Table B. Holes in steel side plates must be predrilled or prepunched to allow for the installation of the nails. 4.0 DESIGN AND INSTALLATION 4.1 Design for Staples: 4.1.1 Engineered Connections: Reference withdrawal design values for staples recognized in this report may be calculated in accordance with Section A. of Appendix A. Reference withdrawal design values for select connections are shown in Table 4. The reference lateral design values for staples recognized in this report may be calculated in accordance with Section A. of Appendix A. 4.1. Engineered Diaphragms and Shear Walls: The staples recognized in this report may be used in engineered diaphragms and shear walls, in accordance with the diaphragm and shear wall design tables in the IBC and Tables 5 through 9, when the staples comply with the requirements in the applicable table for gage, crown width and leg length. Diaphragm and shear wall deflection must be determined in accordance with Section A.. 4.1. Prescriptive Sheathing Attachments: The staples recognized in this report may be used to attach sheathing to wood framing as prescribed in the code tables referenced in Table, when the staples comply with the code requirements for gage, crown width and leg length. 4. Design for Nails: 4..1 Engineered Connections: All reference design values must be multiplied by all applicable adjustment factors in accordance with the NDS. 4..1.1 Reference Lateral Design Values: The nails recognized in this report comply with the requirements of IBC Section 0.6 and may be used in lateral connections designed in accordance with the ANSI/AWC National Design Specification (NDS) for Wood Construction, using the specified minimum bending yield strength and the nominal diameter shown in Appendix B, as applicable. The yield mode equations in the NDS for nails are shown in Section A1. of Appendix A to this report. Reference lateral design values for common woodto-wood connections are shown in Table A and reference lateral design values for common metal-side-plate-to-wood connections are shown in Table B. 4..1. Reference Withdrawal Design Values: The nails recognized in this report may be used in tension connections designed in accordance with the NDS, using the nominal diameter shown in Appendix B, as applicable, and the embedded length of the nail in the holding member. For stainless steel nails, the reference withdrawal design values must be determined in accordance with the 018 NDS, for use under the 018, 015, 01, 009 and 006 IBC. Reference withdrawal design values for common wood specific gravities are shown in Table 4. The withdrawal equations in the 018 NDS for nails are shown in Section A1. of Appendix A to this report. 4..1. Reference Head Pull-through Design Values: For nails shown in Appendix B as having round heads, reference head pull-through values must be determined in accordance with Section 1..5 of the 018 NDS, for use under the 018, 015, 01, 009 and 006 IBC. For nails shown in Appendix B as having other head styles, determination of reference head pull-through design values is outside the scope of this report. 4.. Prescriptive Framing Connections: The carbon steel nails may be used for prescriptive framing connections when the nails comply with the requirements in the applicable code for diameter and length. In addition, Tables 10, 11 and 1 show fastening designs for framing connections under the 018, 015 and 01 IBC and IRC, which are alternatives to what is prescribed in 018 and 015 IBC Table 04.10.1 (01 IBC Table 04.9.1) and in IRC Table R60.(1). These alternative fastener designs address the use of stainless steel nails. The alternative fastener designs shown in Tables 10, 11 and 1 are summarized in Table 1. 4.. Prescriptive Metal Hardware Connections: Nails designated as Metal Hardware Nails, as well as other nails recognized in this report as having full round heads and the applicable dimensions, may be used to attach metal hardware (e.g. joist hangers, foundation anchors) to wood framing members as prescribed in ICC-ES evaluation
ESR-159 Most Widely Accepted and Trusted Page of 40 reports on metal hardware. Use of Metal Hardware Nails in diaphragms and shear walls is outside the scope of this report. 4..4 Engineered Diaphragms and Shear Walls: The nails may be used in shear walls and diaphragms designed in accordance with the ANSI/AWC Special Design Provisions for Wind and Seismic (SDPWS) and the tables in this report when they are of the required material, shank type, diameter and length indicated in Tables 5 through 8 of this report and when indicated in Appendix B as meeting the head area requirements for use in lateral force resisting assemblies for the applicable nail size. Allowable shear values for diaphragms comprised of wood structural panels attached to wood framing are shown in Tables 5 and 6. Design of roof diaphragms must consider uplift due to wind. Allowable shear values for shear walls comprised of wood structural panels attached directly to wood framing or over gypsum sheathing are shown in Tables 7 and 8. Design of exterior shear walls must also consider transverse (out-of-plane) loads on sheathing due to wind. Allowable shear values for shear walls comprised of fiberboard sheathing, gypsum lath and plaster, gypsum sheathing, gypsum wallboard, metal or wire lath and plaster, or plywood siding applied directly to wood framing are shown in Table 9. Diaphragm and shear wall deflection must be determined in accordance with Section A.1. 4..5 Prescriptive Sheathing Attachments: Table references the code tables where nails are prescribed for attaching sheathing to framing. Carbon steel nails (bright or galvanized) shown in Appendix B as meeting the head area ratio requirements for use in lateral force resisting assemblies may be used where the same nail types and sizes are prescribed in the referenced code tables. 4. Installation: The nails must be installed in accordance with this report, the listee s published installation instructions, the approved plans, if applicable, and the applicable prescriptions in the code. Nails used with metal hardware (joist hangers, truss plates, etc.) must be installed in accordance with the metal hardware manufacturer s instructions and any applicable ICC-ES evaluation report. The nails described in this report are packaged for use in power tools. The nails must be installed using a tool recommended by the applicable listee. Individual nails may also be manually driven. Edge distances, end distances, and spacings must be sufficient to prevent splitting of the wood. Installation into sawn lumber must be in accordance with the applicable requirements of 018 and 015 NDS Section 1.1.6 (01 NDS Section 11.1.6 for the 01 IBC; 005 NDS Section 11.1.5 for the 009 and 006 IBC). 4.4 Special Inspection: Periodic special inspection of nailing used in the construction of main windforce-resisting systems is required by 018 and 015 IBC Section 1705.11.1 (01 IBC Section 1705.10.1, 009 IBC Section 1706.) when the nail spacing is 4 inches (10 mm) or less. Periodic special inspection of nailing used in the construction of seismic force-resisting systems is required by 018 and 015 IBC Section 1705.1. (01 IBC Section 1705.11., 009 and 006 IBC Section 1707.) when the nail spacing is 4 inches (10 mm) or less. 4.5 Use in Treated Lumber: In accordance with 018 and 015 IBC Section 04.10.5 (01, 009 and 006 IBC Section 04.9.5) and IRC Section R17. (006 IRC Section R19.), stainless steel (SS) and hot-dip galvanized (HDG) nails listed in Appendix B, may be used in preservative-treated and fire-retardant-treated lumber. Use of nails listed in Appendix B as having a proprietary coating for installation in preservative-treated lumber in specific Exposure Conditions, is addressed in Appendix B or in applicable ICC-ES evaluation reports referenced in Appendix B. Nails and staples listed in Appendix B as bright must not be used in treated lumber. Use of nails and staples with other coatings in treated lumber is outside the scope of this report. 5.0 CONDITIONS OF USE The nails and staples described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The nails and staples must be installed in accordance with this report, the listee s published installation instructions, the approved plans, if applicable, and the applicable prescriptions in the code. In the case of a conflict amongst these documents, the most restrictive requirements govern. 5. The fastener dimensions specified in the design tables in this report are minimum nominal dimensions. When fasteners larger than those specified are used for any application, consideration must be given to restrictions on edge distance and close spacing. 5. See Section 4.5 regarding use of staples and nails in treated wood. 5.4 The nails and staples described in Appendix B of this report are manufactured under quality control programs with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Nails (AC116), dated March 018. 6. Data in accordance with the ICC-ES Acceptance Criteria for Staples (AC01), dated March 018. 7.0 IDENTIFICATION 7.1 Containers of nails and staples must be identified with the name of one of the listees identified in this report, the applicable brand name (shown in Appendix B), fastener size (nail diameter and length or staple gage, width and length), finish/coating designation, country of origin and the evaluation report number (ESR- 159). 7. The report holder s contact information is the following: INTERNATIONAL STAPLE, NAIL AND TOOL ASSOCIATION 875 WEST HIGGINS ROAD, SUITE 00 CHICAGO, ILLINOIS 6061 (847) 75-6454 www.isanta.org info@isanta.org 7. The Additional Listees contact information appears in the Table B1 of Appendix B.
ESR-159 Most Widely Accepted and Trusted Page 4 of 40 INDEX TO TABLES, FIGURES AND APPENDICES Figure No. Title Page 1 Basic Fastener Styles... 4 10 Prescriptive Fastening Details Wall Framing... 18 11 Prescriptive Fastening Details Ceiling and Roof Framing... 0 1 Prescriptive Fastening Details Floor Framing... Table No. Title Page 1 Scope of s Addressed in This Report... 5 Applicable Fastening Schedules in the Codes for Attachment of Sheathing to Framing... 5 A Reference Lateral Design Values of Face Nailed Single Shear Connections of -by Members to Other Members of the Same Species... 6 B Reference Lateral Design Values of Face Nailed Single Shear Connections of Steel Side Members to Wood Members... 7 4 Nail and Staple Reference Withdrawal Design Values... 8 Horizontal Diaphragm Tables 5 Allowable Shear for Wind or Seismic Loading for Wood Structural Panel Horizontal Diaphragms - Structural I Sheathing... 9 6 Allowable Shear for Wind or Seismic Loading for Wood Structural Panel Horizontal Diaphragms - Rated Sheathing... 10 Footnote Explanations for Horizontal Diaphragm Tables 5 and 6... 11 Vertical Shear Wall Tables 7 Allowable Shear for Wind or Seismic Loading for Wood Structural Panel Shear Walls - Structural I Sheathing... 1 8 Allowable Shear for Wind or Seismic Loading for Wood Structural Panel Shear Walls - Rated Sheathing... 1 Footnote Explanations for Shear Wall Tables 7 and 8... 14 9 Allowable Shear for Wind or Seismic Loading for Shear Walls with Fiberboard Sheathing, Gypsum Lath, Gypsum Sheathing, Gypsum Wallboard, Lath and Plaster or Plywood Siding Over Wood Framing... 15 Fastening Schedule for Framing Connections 10 Fastening Schedule Wall Framing... 16 11 Fastening Schedule Ceiling and Roof Framing... 19 1 Fastening Schedule Floor Framing... 1 1 Summary of Alternative Fastening Designs Recognized in Table 10... Appendix Title Page No. A Reference Design Information... 4 B Recognized Fasteners by Listee... 9 Smooth Ring Screw NAIL SHANK STLES STAPLE NAIL HEAD STLES FIGURE 1 BASIC FASTENER STLES
ESR-159 Most Widely Accepted and Trusted Page 5 of 40 SHANK DIAMETER (inch) TABLE 1 TPICAL NAIL SIZES ADDRESSED IN THIS REPORT 1 TPE AND PENNWEIGHT DESCRIBED IN ASTM F1667-17 LENGTH (inches) HEAD DIAMETER (inch) 0.09 6d cooler 1 7 / 8 0.50 SHANK STLE Smooth, Ring, Screw 0.099 6d box 0.66 Smooth 6d common 0.66 8d box 1 / 0.97 8d cooler / 8 0.81 Smooth 0.10 0.11 8d common 1 / 0.81 Smooth 1 1 / 4, 1 1 /, Metal Hardware 1 / 4, Smooth, / 8, 0.81 1 Ring / OTHERS COMMONL AVAILABLE LENGTHS (inches) 1 1 / 4, 1 1 /, 1 / 4,, 1 / 4, / 8, 1 / 1 1 /, 1 / 4, 1 7 / 8,, 1 / 4, / 8, 1 / 4, / 8, 1 /, 1 / 4, / 8, 1 /, / 4,, 1 / 4, 1 /, 1 / 4, / 8, 1 /,, 1 / 4, / 8, 1 /, 4 0.15 16d box 1 / 0.44 Smooth / 8, 1 /, 1 / 0.148 0.16 10d common 0.1 Smooth 1d common 1 / 4 0.1 1 1 / 4, 1 1 /, Metal Hardware 1 Smooth, /,, 0.81 1 Ring /, 16d common 1 / 0.44 Smooth Metal Hardware 1 /,, Smooth, 1 0.81 /, Ring 1 / 8, 1 / 4, / 8, 1 /,, 1 / 4, 1 /, 1 / 4, 1 / SHANK STLES Smooth, Ring, Screw Smooth, Ring, Screw Smooth, Ring, Screw Smooth, Ring, Screw Smooth, Ring, Screw Ring, Screw Smooth, Ring, Screw Smooth, Ring, Screw 0.180 5 / 8 Smooth 0.197 5 / 8 Smooth For SI: 1 inch = 5.4 mm. 1 See Appendix B for recognized nail products for each listee. Nails intended for use with metal hardware such as joist hangers. See Appendix B of this report for associated designations on product labels. TABLE APPLICABLE FASTENING SCHEDULES IN THE CODES FOR ATTACHMENT OF SHEATHING TO FRAMING CONSTRUCTION CODE TABLE NUMBER 018 and 015 IBC 04.10.1 Roof Sheathing Attachment 01, 009 and 006 IBC 04.9.1 018, 015, 01, 009 and 006 IRC R60.(1), R60.() 018 and 015 IBC 04.10.1 Wall Sheathing Attachment 01, 009 and 006 IBC 04.9.1 018, 015, 01, 009 and 006 IRC R60.(1), R60.(), R60.() 018 and 015 IBC 04.10.1 Floor Sheathing Attachment 01, 009 and 006 IBC 04.9.1 018, 015, 01, 009 and 006 IRC R60.(1), R60.()
ESR-159 Most Widely Accepted and Trusted Page 6 of 40 Length (inches) TABLE A REFERENCE LATERAL DESIGN VALUES OF FACE NAILED SINGLE SHEAR CONNECTIONS OF -B MEMBERS TO OTHER MEMBERS OF SAME SPECIES 1,,,4,5,6 NAIL DIMENSIONS Nail Shank Diameter (inches) REFERENCE LATERAL DESIGN VALUES FOR SPECIFIC GRAVITIES OF: (lbf) 0.4 (e.g., Sprucepine-fir) 0.4 (e.g., Hem-fir) 0.50 (e.g., Douglas Fir-larch) 0.55 (e.g., Southern Pine) 1 / 0.16 111 11 11 14 1 / 4 0.148 100 10 118 18 0.148 100 10 118 18 1 / 0.15 88 89 10 11 1 / 4 0.11 8 84 97 106 0.11 8 84 97 106 1 / 0.11 6 64 74 81 1 / 4 0.10 69 71 81 89 0.10 69 71 81 89 1 / 54 56 64 70 / 8 47 49 56 61 1 / 4 0.099 6 6 4 46 For SI: 1 inch = 5.4 mm, 1 lbf = 4.45N, 1 psi = 6.89 kpa. 1 Design values are based on a normal load duration. Table values must be multiplied by all applicable adjustment factors in the NDS. Table is based upon a 1 1 / -inch actual thickness of both attached member and receiving ( main ) member. 4 Design values are for connections in which the nail shank is driven into the side grain with shank axis perpendicular to wood fibers. Tabulated values are based on a minimum fastener bending yield strength (F yb ) of psi for nail diameters of 0.15 inch or less, and a minimum fastener bending yield strength (F yb ) of 90,000 psi for nail diameters of 0.148 and 0.16 inch. 5 Calculations are based on a connection in which both members have the same specific gravity. 6 Reference lateral design values apply to nails with either a smooth shank or a deformed shank.
ESR-159 Most Widely Accepted and Trusted Page 7 of 40 TABLE B REFERENCE LATERAL DESIGN VALUES OF FACE NAILED SINGLE SHEAR CONNECTIONS OF STEEL SIDE MEMBERS TO WOOD MEMBERS 1,,,4 REFERENCE LATERAL DESIGN VALUES FOR SPECIFIC GRAVITIES 5 OF: (lbf) 0.4 (e.g., Spruce-pine-fir) 0.50 (e.g., Douglas Fir-larch) 0.55 (e.g., Southern Pine) STEEL SIDE MEMBER THICKNESS 6 (inch) Nail Diameter (inch) Nail Diameter (inch) Nail Diameter (inch) 0.11 0.148 0.16 0.11 0.148 0.16 0.11 0.148 0.16 Nail Length (inches) Nail Length (inches) Nail Length (inches) 1 1 / 1 / 4, / 8, 1 / 1 1 / 1 /,, 1 / 1 /,, 1 / 1 1 / 1 / 4, / 8, 1 / 1 1 / 1 /,, 1 / ASTM A65, Grade Steel Side Plate 0.0-0.06 8 8 97 97 117 94 94 11 11 16 10 10 1 1 147 0.044-0.048 8 8 97 98 117 95 95 11 114 16 10 10 1 14 148 0.055-0.060 84 84 97 99 118 96 96 11 115 18 104 104 1 15 149 0.068-0.075 86 86 98 10 11 98 98 114 118 140 106 106 1 17 151 0.097-0.105 9 9 10 108 17 105 105 118 15 147 11 11 18 15 159 0.17-0.14 10 10 109 118 17 115 115 16 15 157 14 14 15 146 170 0.171-0.179 116 116 1 17 157 1 1 18 154 177 14 14 149 166 190 0.8-0.40 111 116 119 140 168 17 1 17 160 19 18 144 148 174 09 ASTM A65, Grade 40 Steel Side Plate 0.0-0.06 8 8 97 98 117 95 95 11 114 17 10 10 1 14 149 0.044-0.048 84 84 98 99 118 96 96 114 116 18 104 104 1 15 150 0.055-0.060 86 86 99 101 10 98 98 115 117 141 106 106 14 17 151 0.068-0.075 89 89 101 104 1 101 101 117 11 144 109 109 16 10 155 0.097-0.105 97 97 107 11 1 110 110 1 10 155 118 118 1 140 164 0.17-0.14 108 108 115 14 14 1 1 1 14 168 11 11 14 154 178 0.171-0.179 116 116 17 141 167 1 1 145 161 19 145 145 157 175 0 0.8-0.40 11 116 10 141 169 18 1 17 161 19 19 145 149 175 10 ASTM A6, Steel Side Plate 0.50 111 117 117 19 169 18 14 17 16 194 19 145 157 186 For SI: 1 inch = 5.4 mm, 1 lbf = 4.45N, 1 psi = 6.89 kpa. 1 Design values are for normal load duration and must be multiplied by all applicable adjustment factors in the NDS. The tabulated values have been calculated in accordance with the ield Mode Equations in Appendix A1.. Dowel bearing strengths (F es ) used to calculate design values are 61,850 psi for ASTM A65, Grade ; 75,600 psi for ASTM A65 Grade 40; and 87,000 psi for ASTM A6 side member material. Lateral design values are based on F yb = psi for 0.11-inch diameter nails; and F yb = 90,000 psi for 0.148 and 0.16-inch diameter nails. 4 Wood member must be of sufficient thickness for the nail point to be fully embedded in the wood. 5 Specific Gravity values must be the assigned specific gravity from Table A or 018 or 015 NDS Table 1..A for the 018 and 015 IBC (01 NDS Table 11..A for the 01 IBC, 005 NDS Table 11..A for the 009 and 006 IBC) or the equivalent specific gravity for engineered wood products, as shown in an ICC-ES evaluation report. 6 These thicknesses are base metal thicknesses and are based on typical steel thicknesses recognized in various ICC-ES evaluation reports for metal hardware and on the thicknesses addressed in Table 1P of the 018 and 015 NDS. 1 /,, 1 / 1 1 / 1 / 4, / 8, 1 / 1 1 / 1 /,, 1 / 1 /,, 1 /
ESR-159 Most Widely Accepted and Trusted Page 8 of 40 SPECIFIC GRAVIT 4 TABLE 4 NAIL AND STAPLE REFERENCE WITHDRAWAL DESIGN VALUES 1,, (pounds-force per inch of penetration) SMOOTH AND DEFORMED 5 SHANK CARBON STEEL NAILS (BRIGHT OR GALVANIZED), DIAMETER IN INCHES SMOOTH AND DEFORMED 5 SHANK STAINLESS STEEL NAILS, DIAMETER IN INCHES 0.09 0.099 0.10 0.11 0.15 0.148 0.16 0.180 0.197 0.09 0.099 0.10 0.11 0.15 0.148 0.16 STAPLE GAGE AND DIAMETER 6, in inches 16 gage 15 gage 14 gage 0.06 0.07 0.080 0.1 7 7 8 9 10 10 11 1 1 15 7 8 9 10 11 11 1 1 9 11 1 0.5 9 10 11 1 1 14 15 16 18 0 9 10 11 1 1 1 14 16 1 14 16 0.6 10 10 1 1 14 14 16 17 19 1 9 10 11 1 1 14 15 16 1 15 17 0.7 11 11 1 14 15 16 17 19 1 10 10 1 1 14 14 15 17 14 17 18 0.8 11 1 14 15 16 17 18 0 4 10 11 1 1 14 15 16 18 15 18 0 0.9 1 1 15 16 17 18 19 1 4 6 10 11 1 14 15 15 17 18 16 19 1 0.40 1 14 16 17 18 19 1 5 8 11 1 1 14 15 16 17 19 17 0 0.41 14 14 17 18 19 0 4 7 9 11 1 14 15 16 16 18 0 19 1 4 0.4 15 15 18 19 1 1 6 8 1 1 1 14 15 17 17 19 1 0 5 0.4 15 16 19 0 5 7 0 1 1 15 16 17 18 19 1 1 4 7 0.44 16 17 0 1 4 6 9 5 1 1 15 16 18 18 0 6 8 0.46 18 19 4 6 7 9 6 9 1 14 16 17 19 0 1 4 5 9 0.47 19 0 4 5 7 8 1 4 8 41 14 15 17 18 0 0 4 6 0 0.49 1 6 8 0 1 4 8 4 46 15 16 18 19 1 4 6 9 7 0.50 4 8 9 6 40 44 48 15 16 19 0 4 7 0 5 9 0.51 4 5 9 1 4 5 8 4 46 50 16 17 19 0 5 7 7 41 0.55 8 0 5 7 41 4 46 50 56 61 17 19 1 5 6 8 1 9 45 50 0.58 4 40 4 46 48 5 57 64 70 19 0 5 7 8 0 44 51 57 0.67 47 49 57 61 66 68 75 8 91 100 5 9 1 4 8 41 6 7 81 0.68 48 51 59 6 69 71 78 85 95 104 4 6 9 1 4 5 9 4 66 76 84 0.71 54 57 66 70 77 79 87 95 106 115 6 8 1 6 8 41 45 7 84 94 0.7 58 61 71 75 8 85 9 10 11 14 7 9 5 8 9 4 47 79 90 101 For SI: 1 inch = 5.4 mm, 1 pound-force per inch = 0.175 N/mm. 1 Design values are based on a normal (10 year) duration of load. Table values must be multiplied by all applicable adjustment factors in the NDS. Withdrawal strengths are for fasteners driven perpendicular to the grain. 4 Specific Gravity values must be the assigned specific gravity from Table A or 018 or 015 NDS Table 1..A for the 018 and 015 IBC (01 NDS Table 11..A for the 01 IBC, 005 NDS Table 11..A for the 009 and 006 IBC) or the equivalent specific gravity for engineered wood products, as shown in an ICC-ES evaluation report. 5 Applies to deformed nails recognized in this report. 6 Values account for both staple legs.
ESR-159 Most Widely Accepted and Trusted Page 9 of 40 TABLE 5 ALLOWABLE SHEAR FOR WIND OR SEISMIC LOADING FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE AND STRUCTURAL I SHEATHING (plf) 1,,,4,5,6,7,8,9 NOMINAL NAIL DIAMETER (inch) or STAPLE GAGE Nails must be smooth or deformed, and must be carbon steel (bright or galvanized). MINIMUM REQUIRED FASTENER LENGTH (inches) 0.11 1 / 4 0.10 1 / 4 1 / 4 14, 15, 16 Gage 1 1 / Leg Length MINIMUM WIDTH OF FRAMING MEMBER (inches) 0.148 smooth 0.15 0.11 0.10 14, 15, 16 Gage 1 1 / Leg Length See page 11 for footnote explanations and case diagrams. BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS FASTENER SPACING (inch) AT DIAPHRAGM BOUNDARIES (ALL CASES), AT CONTINUOUS PANEL EDGES PARALLEL TO LOAD (CASES, 4), AND AT ALL PANEL FASTENERS SPACED 6" MAX. AT SUPPORTED EDGES EDGES (CASES 5 & 6) 6 4 1 / Case 1 (No All other Nail spacing at other panel edges (Cases 1,, & 4) unblocked edges or configurations 6 6 4 continuous joints (Cases,, 4, parallel to load) 5 & 6) Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind / 8 -inch Nominal Panel Thickness 70 75 60 505 50 740 600 840 40 5 180 55 00 40 400 560 600 840 675 945 65 70 00 80 0 0 05 45 455 65 515 70 00 90 150 0 55 60 40 480 510 70 580 810 5 0 170 40 05 90 75 90 410 570 465 645 180 60 15 00 0 5 05 40 460 645 50 75 05 85 155 15 175 00 0 60 85 0 70 05 0 60 10 5 175 00 45 80 5 65 0 70 50 95 15 / -inch Nominal Panel Thickness 445 45 595 640 505 480 670 70 95 80 50 570 450 40 595 640 75 60 505 540 45 405 565 605 5 10 45 465 70 50 490 50 95 80 95 40 5 15 440 470 45 5 0 50 80 65 70 95 490 550 895 1005 795 895 755 845 650 70 590 660 490 550 400 450 70 80 650 70 610 685 55 590 475 55 400 450 560 60 105 1150 910 100 865 970 745 85 675 755 560 60 155 175 85 0 55 85 40 70 05 0 185 10 155 175 15 45 400 445 55 95 40 75 90 5 65 95 15 45 115 10 15 40 195 15 180 00 155 175 140 155 10 10 160 180 00 5 70 00 55 85 0 45 00 0 160 180
ESR-159 Most Widely Accepted and Trusted Page 10 of 40 TABLE 6 ALLOWABLE SHEAR FOR WIND OR SEISMIC LOADING FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE AND RATED SHEATHING (plf) 1,,,4,5,6,7,8,9 NOMINAL NAIL DIAMETER (inch) or STAPLE GAGE Nails must be smooth or deformed and must be carbon steel (bright or galvanized). MINIMUM REQUIRED FASTENER LENGTH (inches) MINIMUM WIDTH OF FRAMING MEMBER (inches) BLOCKED DIAPHRAGMS FASTENER SPACING (inch) AT DIAPHRAGM BOUNDARIES (ALL CASES), AT CONTINUOUS PANEL EDGES PARALLEL TO LOAD (CASES, 4), AND AT ALL PANEL EDGES (CASES 5 & 6) 6 4 1 / Case 1 (No Nail spacing at other panel edges (Cases 1,, & 4) unblocked edges or continuous joints 6 6 4 parallel to load) UNBLOCKED DIAPHRAGMS FASTENERS SPACED 6" MAX. AT SUPPORTED EDGES All other configurations (Cases,, 4, 5 & 6) Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind /8-inch Nominal Panel Thickness 0.11 1 /4 0.10 1 /4 1 /4 14, 15,16 Gage 1 1 / Leg Length 40 70 05 0 180 05 160 180 5 75 85 15 55 85 5 50 0 60 70 05 40 70 10 5 445 505 75 45 5 80 95 0 7 /16-inch Nominal Panel Thickness 480 540 405 455 60 405 15 55 670 755 565 640 505 570 440 495 545 610 460 515 410 460 60 400 760 855 640 70 575 645 505 560 15 40 180 05 160 180 140 160 00 5 55 85 5 55 195 5 160 180 15 150 10 15 105 10 5 50 190 10 170 190 145 170 0.11 0.10 14, 15, 16 Gage 1 1 / Leg Length 55 85 15 40 195 15 165 190 60 400 05 40 75 05 0 65 40 80 90 5 60 90 5 50 475 50 405 450 60 405 15 50 15 /-inch Nominal Panel Thickness 505 570 40 485 85 45 5 75 705 800 600 680 540 610 470 55 575 645 490 550 440 490 80 45 805 900 685 765 615 685 50 595 0 55 190 15 175 195 150 165 0 55 70 00 45 70 10 0 170 190 145 160 10 145 110 15 5 65 00 5 180 00 155 175 0.148 0.15 0.11 0.10 14, 15, 16 Gage 1 1 / Leg Length 90 5 55 85 70 00 0 55 05 0 160 180 405 455 55 400 80 40 5 60 90 0 5 50 85 40 40 80 60 400 05 40 75 05 10 5 540 605 475 50 505 560 40 480 85 40 95 0 575 650 505 575 50 600 805 910 710 800 740 840 450510 60 715 405 460 15 55 570 645 440 495 655 75 580 650 600 675 510 575 460 50 60 405 90 100 810 910 840 945 715 805 645 75 505 565 55 90 5 55 40 65 05 5 185 05 140 160 60 405 15 55 5 70 85 15 55 85 195 5 190 15 170 190 180 00 155 170 140 155 105 10 65 00 5 65 55 80 0 40 195 15 145 170 19 /-inch Nominal Panel Thickness 10 0.148 1 /4 0.15 1 /4 0.11 1 /4 0.10 1 /4 1 /4 14, 15, 16 Gage 1 1 / Leg Length See page 11 for footnote explanations and case diagrams. 0 60 85 0 70 05 5 60 10 40 175 00 445 505 95 450 75 45 5 65 95 5 45 80 45 480 75 45 60 405 10 50 80 15 5 65 595 675 55 595 500 565 45 490 95 445 0 70 640 70 565 640 540 605 465 55 40 475 50 95 895 1010 795 895 755 850 650 75 590 665 490 555 70 80 645 75 615 690 50 595 480 540 400 450 105 1150 905 100 860 965 745 85 675 760 560 60 85 0 55 85 40 70 05 5 190 10 155 175 400 445 55 95 5 75 90 5 65 95 15 45 15 40 190 15 180 00 155 175 140 160 115 10 00 5 65 95 55 85 0 45 00 0 160 180
ESR-159 Most Widely Accepted and Trusted Page 11 of 40 FOOTNOTE EXPLANATIONS FOR HORIZONTAL DIAPHRAGM TABLES 5 AND 6 1 For SI: 1 inch = 5.4 mm, 1 plf = 14.6 N/m. Diaphragm construction using nails must be in accordance with Section 4..6 and 4..7 of the 015 and 008 AWC Special Design Provisions for Wind and Seismic (SPDWS), and diaphragm construction using staples must be in accordance with 018 and 015 IBC Tables 06.(1) and 06.() (similar for earlier codes), as applicable. Tabulated values are for short-time loading due to wind or seismic. The tabulated seismic values must be reduced by 7 percent and 44 percent for normal and permanent load duration, respectively. 4 The tabulated values are for fasteners installed in Douglas Fir-larch or Southern Pine framing. For framing of other species: (1) Find the assigned specific gravity for the applicable species of lumber (see Section A1.). () For staples find the shear value from Table 5 (regardless of actual sheathing grade) and multiply the value by 0.8 for species with specific gravity of 0.4 or greater, or by 0.65 for all other species. () For nails find the shear value from the applicable table and multiply value by the Specific Gravity Adjustment Factor = [1- (0.5 G)], where G = Specific Gravity of the framing lumber. This adjustment factor must not be greater than 1. 5 Diaphragm deflection must be determined in accordance with Section A.0. 6 Structural I panels must comply with DOC PS1 or PS. Rated Sheathing includes Sheathing and Single-Floor grades and must comply with DOC PS1 or PS. 7 Nails must be bright or galvanized carbon steel, flat head nails denoted in Appendix B as meeting the head area ratio requirements for lateral force resisting assemblies. A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. Diaphragm values for stainless steel nails are outside the scope of this report. 8 Staples must have a 7 / 16 -inch minimum crown width and must be installed with their crowns parallel to the long dimension of the framing members and must be driven flush with the surface of the sheathing. 9 Space fasteners maximum 1" along intermediate framing members (6 in. when supports are spaced 48 inches ). 10 Tabulated values apply to wood structural panels up to 1 1 / 8 " in thickness, provided the nail penetration is at least 1 1 / inches and the staple penetration is at least 1 inch. CASE DIAGRAMS FOR HORIZONTAL DIAPHRAGM TABLES 5 AND 6
ESR-159 Most Widely Accepted and Trusted Page 1 of 40 TABLE 7 ALLOWABLE SHEAR FOR WIND OR SEISMIC LOADING FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE AND STRUCTURAL I SHEATHING (plf) 1,,,4,5,6,7,8,9,10,11 NOMINAL NAIL DIAMETER (inch) or STAPLE GAGE Nails must be smooth and must be carbon steel (bright or galvanized) MINIMUM NOMINAL FASTENER LENGTH (inches) Panels Applied Directly to Framing Panels Applied Over 1 / inch or 5 /8 inch Gypsum Sheathing SEISMIC Fastener Spacing at Panel Edges (inches) WIND Fastener Spacing at Panel Edges (inches) 6 4 6 4 / 8 -inch Nominal Panel Thickness 0.148 0 60 460 610 0 505 645 855 1 / 80 40 550 70 90 600 770 100 0.15 0 60 460 610 0 505 645 855 1 / 50 80 485 645 45 50 680 900 0.11 1 / 4 0 60 460 610 0 505 645 855 1 / 5 60 460 610 0 505 645 855 0.10 1 / 4 00 10 95 50 75 45 550 70 1 / 00 10 95 50 80 40 550 75 1 / 4 180 80 55 470 45 90 495 655 1 / 180 75 55 470 50 85 495 655 14, 15, 16 Gage 1 1 / 155 5 15 400 15 0 440 560 14, 15, 16 Gage 155 5 10 400 15 0 45 560 7 / 16 -inch Nominal Panel Thickness 0.148 60 95 505 670 55 550 705 95 1 / 80 40 550 70 90 600 770 100 0.15 60 95 505 670 55 550 705 95 1 / 50 85 490 650 45 55 685 905 0.11 60 95 505 670 55 550 705 95 1 / 5 65 465 615 0 505 650 860 0.10 5 40 45 580 05 475 610 805 1 / 05 10 400 50 85 45 555 75 05 10 95 50 80 40 550 70 1 / 170 60 0 440 5 60 460 610 14, 15, 16 Gage 1 1 / 170 60 45 440 40 65 485 615 14, 15, 16 Gage 155 5 10 400 15 0 45 560 15 / -inch Nominal Panel Thickness 0.148 40 510 665 870 475 715 90 115 1 / 80 40 550 70 90 600 770 100 0.15 05 455 590 775 45 65 85 1080 1 / 50 85 490 650 50 55 685 905 0.11 80 40 550 70 90 600 770 100 1 / 40 65 465 615 0 505 650 860 0.10 45 75 475 60 40 50 665 880 1 / 05 15 400 50 85 45 560 740 0 40 40 570 05 470 605 800 1 / 185 85 65 480 60 95 510 670 14, 15, 16 Gage 1 1 / 185 80 75 475 60 90 55 665 14, 15, 16 Gage 155 5 00 400 15 0 40 560 See page 14 for footnote explanations.
ESR-159 Most Widely Accepted and Trusted Page 1 of 40 TABLE 8 ALLOWABLE SHEAR FOR WIND OR SEISMIC LOADING FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE AND RATED SHEATHING (plf) 1,,,4,5,6,7,8,9,10,11 NOMINAL NAIL DIAMETER (inch) or STAPLE GAGE Nails must be smooth and must be carbon steel (bright or galvanized) MINIMUM NOMINAL FASTENER LENGTH (inches) Panels Applied Directly to Framing Panels Applied Over 1 / inch or 5 /8 inch Gypsum Sheathing SEISMIC Fastener Spacing at Panel Edges (inches) WIND Fastener Spacing at Panel Edges (inches) 6 4 6 4 / 8 -inch Nominal Panel Thickness 0.148 0 0 410 50 05 445 575 740 1 / 60 80 490 640 65 50 685 895 0.15 0 0 410 50 05 445 575 740 1 / 0 5 40 560 0 465 600 785 0.11 1 / 4 0 0 410 50 05 445 575 740 1 / 4 00 00 90 510 80 40 545 715 0.10 1 / 4 185 70 45 450 60 75 485 65 1 / 170 55 0 40 5 55 460 605 1 / 4 00 00 90 510 80 40 545 715 1 / 4 150 5 95 85 10 15 410 540 14, 15, 16 Gage 1 1 / 140 10 80 60 195 95 90 505 14, 15, 16 Gage 140 10 80 60 195 95 90 505 7 / 16 -inch Nominal Panel Thickness 0.148 1 / 40 50 450 585 5 490 60 80 1 / 60 80 490 640 65 50 685 895 0.15 40 50 450 585 5 490 60 80 1 / 0 5 45 565 0 465 605 790 0.11 40 50 450 585 5 490 60 80 1 / 15 15 410 55 05 440 570 745 0.10 05 00 85 495 85 415 55 695 1 / 185 70 45 455 60 75 485 65 185 65 45 445 55 75 480 65 1 / 165 40 10 405 0 5 45 570 14, 15, 16 Gage 1 1 / 155 0 10 95 15 0 45 555 14, 15, 16 Gage 140 10 80 60 195 95 90 505 15 / -inch Nominal Panel Thickness 0.148 10 460 600 770 45 645 840 1075 1 / 60 80 490 640 65 50 685 895 0.15 75 405 50 680 85 570 740 950 1 / 0 5 40 565 0 465 605 790 0.11 60 80 490 640 65 50 685 895 1 / 15 15 410 55 05 440 570 745 0.10 0 5 40 545 10 450 585 765 1 / 185 70 50 455 60 75 490 65 00 90 75 490 80 405 55 685 1 / 165 45 15 410 5 40 440 575 14, 15, 16 Gage 1 1 / 170 55 5 40 40 55 470 600 14, 15, 16 Gage 140 10 80 60 195 95 90 505 19 / -inch Nominal Panel Thickness 0.148 1 / 4 40 510 665 870 475 715 90 115 0.15 1 / 4 00 450 590 770 40 65 85 1075 0.11 1 / 4 85 40 560 75 400 600 785 105 0.10 1 / 4 45 70 485 65 45 50 675 885 1 / 4 5 5 440 575 15 470 615 800 14, 15, 16 Gage 1 / 4 185 80 75 475 60 90 55 665 See page 14 for footnote explanations.
ESR-159 Most Widely Accepted and Trusted Page 14 of 40 FOOTNOTE EXPLANATIONS FOR SHEAR WALL TABLES 7 AND 8 1 For SI: 1 inch = 5.4 mm, 1 plf = 14.6 N/m. Shear wall construction using nails must be in accordance with Section 4..6 and 4..7 of the 015 and 008 AWC/AF&PA Special Design Provisions for Wind and Seismic (SPDWS), and shear wall construction using staples must be in accordance with 018 and 015 IBC Table 06.(1) (similar for earlier codes), as applicable. Tabulated values are for short-time loading due to wind or seismic. The tabulated seismic values must be reduced by 7 percent and 44 percent for normal and permanent load duration, respectively. 4 The tabulated values are for fasteners installed in Douglas Fir-larch or Southern Pine. For framing of other species: (1) Find the assigned specific gravity for species of lumber (see Section A1.) () For staples find shear value from Table 7 (regardless of actual sheathing grade) and multiply value by 0.8 for species with specific gravity of 0.4 or greater, or 0.65 for all other species. () For nails find shear value from the applicable table and multiply by the following Specific Gravity Adjustment Factor = [1 - (0.5 G)], where G = Assigned Specific Gravity of the framing lumber. This adjustment factor must not be greater than 1. 5 Shear wall deflection must be determined in accordance with Section A.0. 6 Structural I and Rated Sheathing panels must comply with DOC PS1 or PS. Install panels either horizontally or vertically. All panel edges must be backed by framing members. 7 In structures assigned to Seismic Design category D, E, or F, where the allowable shear design value exceeds 50 plf, all framing members receiving edge nailing from abutting panels must not be less than a single -inch nominal member. Panel joint and sill plate nailing must be staggered in all cases. See Section 4..6.4 of SDPWS, or 006 IBC Section 05..11 for sill plate size and anchorage requirements, as applicable. 8 Space fasteners maximum 6 inches on center along intermediate framing members - Exception: When panel thickness is greater than 7 / 16 -inch or studs are spaced less than 4 inches on center, space fasteners maximum 1 inches on center. 9 Nails must be bright or galvanized carbon steel, flat head nails denoted in Appendix B as meeting the head area ratio requirements for lateral force resisting assemblies. A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. Shear wall values for stainless steel nails are outside the scope of this report. 10 Staples must have a 7 / 16 -inch minimum crown width and must be installed with their crown parallel to the long dimension of the framing members, and must be driven flush with the surface of the sheathing. 11 The values for / 8 -inch and 7 / 16 -inch panels applied directly to framing using nails may be increased to values shown for 15 / -inch-thick panels of the same panel grade, provided studs are spaced a maximum of 16 inches on center or panels are applied with long dimension across studs.
ESR-159 Most Widely Accepted and Trusted Page 15 of 40 TABLE 9 ALLOWABLE SHEAR FOR WIND OR SEISMIC LOADING FOR SHEAR WALLS WITH FIBERBOARD SHEATHING, GPSUM LATH, GPSUM SHEATHING, GPSUM WALLBOARD, LATH AND PLASTER OR PLWOOD SIDING OVER WOOD FRAMING (plf) 1,,4,5 SHEATHING MATERIAL Fiberboard Sheathing Gypsum Lath Gypsum Sheathing Gypsum Wallboard Expanded metal or woven wire lath and Portland cement plaster Plywood Panel Siding Shear Walls with Framing of Douglas Fir- Larch or Southern Pine THICKNESS OF MATERIAL WALL CONSTRUCTION REQUIRED SPACING (inches on center) Panel Field Edges 4 SHEAR VALUE (plf) Seismic Wind 150 10 00 80 1 /" Blocked 5 15 6 4 0 10 90 405 5 455 4 150 10 00 80 5 /" Blocked 5 15 6 4 0 10 90 405 5 455 /8" + 1 /" Plaster Unblocked 5 100 1 /" x ' x 8' Unblocked 75 4 Blocked 175 1 /" x 4' Unblocked 7 100 75 7 100 Unblocked 110 1 /" 4 15 5 /8" Blocked Unblocked Blocked Blocked two-ply 7 /8" Unblocked /8" Panels Applied Directly To Framing Panels Applied Over 1 /" or 5 /8" Gypsum Sheathing For SI: 1 inch = 5.4 mm; 1 foot = 05 mm; 1 plf = 14.6 N/m. 7 15 4 150 7 115 4 145 7 145 4 175 Base Ply - 9 Face Ply - 7 6" On Center @ Each Framing Member 50 180 6 160 5 4 40 5 6 10 45 410 575 6 140 195 4 10 95 6 80 90 60 505 6 160 5 4 40 5 6 10 45 410 575 6 140 195 4 10 95 6 80 90 60 505 FASTENER SPECIFICATIONS 1 1 /4" long, 16, 15 & 14 gage staple 1 1 /4" long, 1 crown, 16, 15 & 14 gage staple 1 1 /" long, 16, 15 & 14 gage staple 1 1 /" long, 1 crown, 16, 15 & 14 gage staple 1 1 /8" long, /4 crown, 16, 15 & 14 gage staple 1 /4" long, 16, 15 & 14 gage staple 1 1 /" long, 16, 15 & 14 gage staple 1 5 /8" long, 16, 15 & 14 gage staple 1 5 /8" long, 16, 15 & 14 gage staple 1 /4" long, 15 & 14 gage staple 7 /8" long, /4 crown, 16, 15 & 14 gage staple 1 / x smooth nail (carbon steel) 1 1 / long, 16, 15 & 14 gage staple x 0.11 smooth nail (carbon steel) " long, 16, 15 & 14 gage staple COMMENTS Reference 018, 015 and 01 IBC Table 06.() [009 IBC Table 06.6] for applicable notes Reference 018, 015 and 01 IBC Table 06.() [009 IBC Table 06.7] for applicable notes Reference SDPWS Table 4.A for applicable notes Reference 018, 015 and 01 IBC Table 06.(1) [009 IBC Table 06.] for applicable notes Reference SDPWS Table 4.B for applicable notes Reference 018, 015 and 01 IBC Table 06.(1) [009 IBC Table 06.] for applicable notes 1 Shear values are based on maximum framing spacing of 16 inches on center, unless otherwise noted. Shear values are based on maximum framing spacing of 4 inches on center. Staples must have a minimum crown width of 7 / 16 inch, measured outside the legs, unless otherwise noted. 4 Nails must be bright or galvanized carbon steel, flat head nails denoted in Appendix B as meeting the head area ratio requirements for lateral force resisting assemblies. Shear wall values for stainless steel nails are outside the scope of this report. 5 In addition to requirements presented above for fastening of shear walls all other requirements of the applicable model code (such as, but not limited to, conditions of use and modification of design values for certain Seismic Design Categories) pertaining to shear wall design and construction must be met.
ESR-159 Most Widely Accepted and Trusted Page 16 of 40 TABLE 10 FASTENING SCHEDULE WALL FRAMING 1 CONNECTION DESCRIPTION Stud-to-stud (double studs) not at braced walls See Figure 10A Stud-to-stud and abutting studs at intersecting wall corners at braced walls See Figures 10A and 10B Abutting studs at corners and intersections not at braced walls See Figure 10B Built-up header -by to -by (with or without 1 / spacer) See Figure 10C Continuous header to stud (toe-nail) See Figure 10D Double top plates to each other See Figure 10E MINIMUM FASTENING REQUIREMENTS PRESCRIBED IN THE CODE ALTERNATIVE FASTENING REQUIREMENTS 01 IBC 01 IRC 018 and 015 IBC 018 and 015 IRC Nails may be carbon steel or stainless steel, except where noted Table 04.9.1 Table R60.(1) Table 04.10.1 Table R60.(1) otherwise. Connection 9 Connection 1 Connection 8 Connection 8 @ 4 @ 4 @ 4 @ 4 @ 4 @ 16 @ 8 1 16d box ( 1 / x.15) 1 10d box ( x.18) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 1d com ( 1 /4 x.148) 1 8d com ( 1 / x.11) @ 8 @ 16 @ 16 1 10d com ( x.148) 1 1 /4 x.10 1 x.11 1 x.11 1 x.11 1 16d box ( 1 / x.15) 1 x.10 1 10d box ( x.18) 1 10d box ( x.18) 1 1 /4 x.11 1 x.11 Connection 9 Connection 9 @ 16 @ 16 @ 16 @ 1 @ 8 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 1d com ( 1 /4 x.148) 1 1 /4 x.10 @ 1 @ 1 1 10d com ( x.148) 1 x.10 1 x.11 1 x.11 1 16d box ( 1 / x.15) 1 16d box ( 1 / x.15) 1 16d box ( 1 / x.15) 1 1 /4 x.11 1 x.11 Connection Connection 8 Connection 8 Connection 8 @ 4 @ 1 @ 4 @ 4 @ 1 @ 8 1 16d com ( 1 / x.16) 1 16d box ( 1 / x.15) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 1 /4 x.11 @ 16 @ 16 @ 16 1 1d com ( 1 /4 x.148) 1 x.11 1 x.11 1 x.11 1 x.11 1 10d com ( x.148) 1 8d com ( 1 / x.11) 1 10d box ( x.18) 1 10d box ( x.18) 1 16d box ( 1 / x.15) 1 1 /4 x.10 1 x.10 Connection 14 Connection 9 Connection 10 Connection 10 @16 @16 @16 @16 @1 @8 along each edge along each edge along each edge along each edge along each edge along each edge 1 16d com ( 1 / x.16) 1 16d box ( 1 / x.15) 1 16d com ( 1 / x.16) 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 1d com ( 1 /4 x.148) @1 @1 1 16d box ( 1 / x.15) 1 10d com ( x.148) 1 16d box ( 1 / x.15) 1 16d box ( 1 / x.15) 1 1 /4 x.11 1 x.11 1 1 /4 x.10 1 x.10 Connection 16 Connection 9 Connection 11 Connection 11 4 8d com ( 1 / x.11) 4 8d box ( 1 / x.11) 4 8d com ( 1 / x.11) 4 8d com (½ x.11) 16d com ( 1 / x.16) 4 1 /4 x.11 5 1 /4 x.10 4 10d box ( x.18) 4 10d box ( x.18) 4 1d com ( 1 /4 x.148) 4 x.11 5 x.10 5 8d box ( 1 / x.11) 4 10d com ( x.148) 4 8d com ( 1 / x.11) 6 8d box ( 1 / x.11) 4 16d box ( 1 / x.15) 6 /8 x.11 Connection 10a Connection 1 Connection 1 Connection 1 @ 16 @ 4 @ 16 @ 16 @ 16 @ 1 @ 8 1 16d box ( 1 / x.15) 1 10d box ( x.18) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 1d com ( 1 /4 x.148) 1 8d com ( 1 / x.11) @ 1 @ 1 @ 1 1 10d com ( x.148) 1 1 /4 x.10 1 x.11 1 x.11 1 x.11 1 16d box ( 1 / x.15) 1 x.10 1 10d box ( x.18) 1 10d box ( x.18) 1 1 /4 x.11 1 x.11 (continued)
ESR-159 Most Widely Accepted and Trusted Page 17 of 40 CONNECTION DESCRIPTION Top plate to top plate @ end joint (lap splice) See Figure 10F Top plate overlap at corners and intersections See Figure 10G Bottom plate to joist, rim joist, band joist or blocking not at braced walls See Figure 10H Bottom plate to joist, rim joist, band joist or blocking at braced walls See Figure 10H Top or bottom plate to stud (face/end nail) See Figure 10J Stud to top or bottom plate (toe nail) See Figure 10K 1 Diagonal brace to stud/plate (face-nail) See Figure 10L For SI: 1 inch = 5.4 mm TABLE 10 FASTENING SCHEDULE WALL FRAMING 1 (cont.) MINIMUM FASTENING REQUIREMENTS PRESCRIBED IN THE CODE ALTERNATIVE FASTENING REQUIREMENTS 01 IBC 01 IRC 018 and 015 IBC 018 and 015 IRC Nails may be carbon steel or stainless steel, except where noted Table 04.9.1 Table R60.(1) Table 04.10.1 Table R60.(1) otherwise. Connection 10b Connection 14 Connection 1 Connection 1 (1a for the 015 IRC) Nails each side of joint Nails each side of joint 8 16d com ( 1 / x.16) 8 16d box ( 1 / x.15) 8 16d com ( 1 / x.16) 8 16d com ( 1 / x.16) 8 16d com ( 1 / x.16) 1 16d box ( 1 / x.15) 1 x.11 1 x.11 1 16d box ( 1 / x.15) 1 1d com ( 1 /4 x.148) 1 1 /4 x.11 1 10d box ( x.18) 1 x.11 1 10d com ( x.148) 1 x.11 1 10d box ( x.18) Connection 1b (015) 1 16d box ( 1 / x.15) 10 16d com ( 1 / x.16) 1 1d com ( 1 /4 x.148) 1 10d com ( x.148) Connection 1 Connection 19 Connection 18 Connection 17 16d com ( 1 / x.16) 10d box ( x.18) 16d com ( 1 / x.16) 16d com ( 1 / x.16) 16d com ( 1 / x.16) 1 /4 x.11 x.11 x.11 x.11 1d com ( 1 /4 x.148) x.11 10d box ( x.18) 10d box ( x.18) 10d com ( x.148) 4 1 /4 x.10 16d box ( 1 / x.15) 4 x.10 Connection 6a Connection 15 Connection 14 Connection 14 @ 16 @ 16 @ 16 @ 16 @ 16 @ 1 @ 8 1 16d box ( 1 / x.15) 1 16d box ( 1 / x.15) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 16d com ( 1 / x.16) 1 1d com ( 1 /4 x.148) 1 1 /4 x.10 @ 8 @ 1 @ 1 1 10d com ( x.148) 1 x.10 1 x.11 1 x.11 1 x.11 1 16d box ( 1 / x.15) 1 16d box ( 1 / x.15) 1 16d box ( 1 / x.15) 1 1 /4 x.11 1 x.11 Connection 6b Connection 16 Connection 15 Connection 15 @ 16 @ 16 @ 16 @ 16 @ 16 @ 16 @ 1 16d box ( 1 / x.15) 16d box ( 1 / x.15) 16d com ( 1 / x.16) 16d com ( 1 / x.16) 1d com ( 1 /4 x.148) 4 1 /4 x.11 16d com ( 1 / x.16) 4 x.11 16d box ( 1 / x.15) 16d box ( 1 / x.15) 10d com ( x.148) 4 x.11 4 x.11 4 x.11 16d box ( 1 / x.15) 4 1 /4 x.10 5 x.10 Connections 7 and 8b Connection 18 Connections 17 (015) and 16b Connection 16b 16d com ( 1 / x.16) 16d box ( 1 / x.15) 16d com ( 1 / x.16) 16d com ( 1 / x.16) 16d com ( 1 / x.16) 4 1 /4 x.11 4 1 /4 x.10 x.11 x.11 16d box ( 1 / x.15) 1d com ( 1 /4 x.148) 4 x.11 4 x.10 10d box ( x.18) x.11 10d com ( x.148) 4 8d com ( 1 / x.11) 10d box ( x.18) 16d box ( 1 / x.15) Connection 8 Connection 17 Connection 16a Connection 16a 4 8d com ( 1 / x.11) 8d box ( 1 / x.11) 4 8d com ( 1 / x.11) 16d box ( 1 / x.15) 16d com ( 1 / x.16) 4 1 /4 x.11 5 1 /4 x.10 4 x.11 16d box ( 1 / x.15) 4 x.11 4 8d com ( 1 / x.11) 4 1d com ( 1 /4 x.148) 4 x.11 5 x.10 4 10d box ( x.18) 4 x.11 4 10d com ( x.148) 4 8d com ( 1 / x.11) 6 8d box ( 1 / x.11) 4 10d box ( x.18) 4 16d box ( 1 / x.15) 6 /8 x.11 4 8d box ( 1 / x.11) 6 6d com ( x.11) Connection 0 Connection 0 Connection 18 (19 for 015 IBC) Connection 18 Nails must be carbon steel, bright or galvanized. 8d com ( 1 / x.11) 8d box ( 1 / x.11) 8d com ( 1 / x.11) 8d com ( 1 / x.11) 16d com ( 1 / x.16) 1 /4 x.11 1 /4 x.10 x.11 x.11 8d box ( 1 / x.11) 1d com ( 1 /4 x.148) x.11 x.10 10d box ( x.18) 10d box ( x.18) 10d com ( x.148) 8d com ( 1 / x.11) 8d box ( 1 / x.11) 16d box ( 1 / x.15) /8 x.11 4 1 /4 x.099 1 Alternative fastening requirements shown in this table have been evaluated as alternatives to the 018, 015 and 01 IBC and IRC. They can be used under earlier editions of the IBC and IRC where the prescriptive fastening requirements are no worse than those shown in the table above for the 018, 015 and 01 codes.
ESR-159 Most Widely Accepted and Trusted Page 18 of 40 Figure 10A Stud-to-Stud (Double Stud) Figure 10B Stud-to-Stud and Abutting Studs at Intersecting Wall Corners Figure 10C Built-up Header (-by to -by) Figure 10D Continuous Header to Stud (toe-nail) Figure 10E Double Top Plates to Each Other Figure 10F Top Plate to Top Plate at End Joint (lap splice) Figure 10G Top Plate Overlap at Corners and Intersections Figure 10H Bottom Plate to Joist, Rim Joist, Band Joist or Blocking Figure 10J Top or Bottom Plate To Stud (end nail) Figure 10K Stud to Top or Bottom Plate (toe-nail) Figure 10L 1 Diagonal Brace to Stud / Plate (face nail) FIGURE 10 PRESCRIPTIVE FASTENING DETAILS - WALL FRAMING