DIVISION: WOOD, PLASTICS AND COMPOSITES SECTION: SHEAR WALL PANELS REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC.

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1 0 Most Widely Accepted and Trusted ICC-ES Evaluation Report ICC-ES 000 (800) (562) ESR-2652 Reissued 04/2018 This report is subject to renewal 04/2019. DIVISION: WOOD, PLASTICS AND COMPOSITES SECTION: SHEAR WALL PANELS REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA EVALUATION SUBJECT: STRONG-WALL PANELS STRONG-WALL SB SHEAR PANELS 2014 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 2018 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report ESR-2652 Reissued April 2018 Revised April 26, 2018 This report is subject to renewal April (800) (562) A Subsidiary of the International Code Council DIVISION: WOOD, PLASTICS AND COMPOSITES Section: Wall Panels REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA (800) EVALUATION SUBJECT: PANELS SB SHEAR PANELS 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, and 2009 International Building Code (IBC) 2015, 2012, and 2009 International Residential Code (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBC), see ESR-2652 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Strong-Wall Wood wall Panels (WSWs) and Strong-Wall SB Panels (s), together also noted as Strong-Wall panels hereafter in this evaluation report, are recognized for use as shear walls (substituting for or be used with code-prescriebd shear walls of light frame construction) in wood framed buildings classified as Type V construction, and in buildings constructed in accordance with the IRC. The Strong-Wall panels are permitted to replace each 4 feet (1219 mm) length of braced wall panel specified in Section of the 2015 IBC (Section of the 2012 and 2009 IBC, as applicable) and Section R of the IRC, in accordance with Section of this report. 3.0 DESCRIPTION 3.1 General: The Strong-Wall panels are prefabricated, wood-based, shear-resisting wall assemblies, designed and constructed to support gravity loads and to resist lateral in-plane and out-of-plane wind and seismic loads in wood framed wall construction. Each assembled Strong-Wall panel features two factory-installed hold-downs as described in Section attached to the Strong-Wall panel body described in Section and factory-routed chases to accommodate plumbing and electrical. Each Strong-Wall panel is also packaged with two hold-down hex nuts and two hold-down structural washers as described in Sections and respectively. Additional components required for Strong-Wall panel installation, which are to be installed in the field, are described in Section The WSW and panels may be used in a standard application as illustrated in Figures 1 and A1, respectively, or as part of a portal frame system as illustrated in Figures 3 and A2, respectively. Standard and portal Strong-Wall panels must be supported directly on a concrete foundation. The Strong-Wall panels are designed for installations in single-story or multi-story buildings of wood light-frame construction, and may be stacked up to two stories when supported directly on a concrete foundation. Figures 4 and A3 - A4 illustrate stacked applications using a multi-story kit (MSK) for the WSW and panels, respectively. The Strong-Wall panels are supplied with openings and chases as illustrated in Figure 5. Figures other than Figures 1 through 4 and A1 through A4, which are titled with the WSW model ID prefix, apply to both the WSW and panels. The Strong-Wall panels described in this report are permitted to have shear wall aspect ratios greater than those specified in Table of AWC Special Design Provisions for Wind and Seismic (SDPWS-2008) as referenced in the 2009 and 2012 IBC, and Table of AWC SDPWS-2015 as referenced in the 2015 IBC, since the allowable shear loads recognized in this evaluation report are based on cyclic load tests in accordance with the ICC-ES Acceptance Criteria for Prefabricated Wood Panels (AC130), dated January 2013 (editorially revised February 2015). 3.2 Materials: Wood Components: WSW and Body: The WSW and body consists of a preconfigured piece of Laminated Strand Lumber (LSL) recognized in an ICC-ES evaluation report. The WSW and bodies are manufactured to meet specifications noted in the applicable manufacturing standard associated with this report. 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 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 41

3 ESR-2652 Most Widely Accepted and Trusted Page 2 of MSK Bearing Block: The MSK Bearing Block consists of LSL recognized in an ICC-ES evaluation report. The MSK bearing block is machined to meet the specifications noted in the applicable manufacturing standard associated with this report Portal Column: Columns used in a single portal may be structural composite lumber, structural glued-laminated timber, or solid sawn lumber and are not supplied by Simpson Strong-Tie. Minimum column dimensions are 3 inches by 3 1 /2 inches (76 mm by 89 mm) Portal Header: The portal header may be laminated strand lumber, prarallel strand lumber, or laminated veneer lumber structural composite lumber, structural glued-laminate timber, or solid sawn lumber, and is not supplied by Simpson Strong-Tie. Minimum and maximum header widths are 3 1 /8 inches (79 mm) and 5 1 /2 inches (140 mm), respectively. Minimum and maximum header depths are 9 1 /4 inches (241 mm) and 18 inches (457 mm), respectively. The clear span of the portal header must be at least 8 feet (2.44 m) and no more than 18 feet 6 inches (5.64 m). The header dimensions and clear span must be proportioned such that the minimum header stiffness and maximum header stiffness, Kbeam, are 90 lbs./in. (15.8 N/mm) and 4000 lbs./in. (700 N/mm), respectively. Header stiffness, Kbeam, is defined as: Kbeam = Ebd 3 /12L 3 where: E = Header modulus of elasticity, psi (N/mm 2 ). b = Header width, inches (mm). d = Header depth, inches (mm). L = Header clear span, inches (mm) Steel Components: The following components are provided by Simpson Strong-Tie, with the exception of field-attachment nails which must be sourced by the installer. All components are applicable to both the WSW and unless noted otherwise WSW-TOW: Two proprietary galvanized steel plates manufactured to meet the specifications noted in the manufacturing standard associated with this report are included with each WSW shear panel. The plates may be installed per the standard detail with field-attachment nails (see Section ) or as an alternative, a single WSW-TOW may be installed per the alternate detail using a combination of Simpson Strong-Tie SDS-Series wood screws (see Section ) and Simpson Strong-Tie SD-Series wood screws (see Section ). See Figure 2 for installation information. The SD and SDS screws required for the alternate connection must be ordered separately and are available as a kit Simpson Strong-Tie SDS-Series Wood Screws: The SDS wood screws, supplied by Simpson Strong-Tie, are described in ICC-ES evaluation report ESR See Figure 2 and Figures A1 through A3 for additional information Simpson Strong-Tie SD-Series Wood Screws: The SD wood screws, supplied by Simpson Strong-Tie, are described in ICC-ES evaluation report ESR See Figure 2 for additional information Portal Strap: A proprietary, galvanized steel strap manufactured to meet specifications noted in the manufacturing standard associated with this report. Each strap must be nailed with a minimum of sixteen field-attachment nails (see Section ). Individual portal straps are identified by model ID WSW-PS. When required, a kit containing (4) portal straps, and identified by model ID WSW-PK, may be ordered. See Figure 3 for additional information Field-Attachment Nail: Minimum 2½-inchlong-by inch-diameter (64 mm by 3.8 mm) carbon steel nails, complying with ASTM F Hold-Down Hex Nut: Minimum SAE J995 Grade 5 or ASTM A563 Grade B or D hex nut or slotted hex nut, complying with ANSI B A 7 /8-inch (22 mm) nut must be used for 12- and 18-inch-wide Strong-Wall panels, and a 1-inch (25 mm) nut for 24-inch-wide Strong-Wall panels Hold-Down Structural Washer: Minimum ASTM F436 Type 1 round washer. A 7 /8-inch (22 mm) washer must be used for 12- and 18-inch-wide Strong-Wall panels, and a 1-inch (25 mm) washer for 24-inch-wide Strong-Wall panels Anchorage Plate Washer: Minimum ASTM A36, ½-inch-thick-by-2 1 /2-inch (13 mm by 64 mm) square steel washer must be used for the 12- and 18-inch-wide Strong-Wall panels, and a 5 /8-inch-thick-by-2 3 /4-inch (16 mm by 70 mm) square steel washer must be used for the 24-inch-wide Strong-Wall panels Anchor Template: The Strong-Wall panel anchor template is a proprietary galvanized steel plate manufactured to meet the specifications noted in the manufacturing standard associated with this report. It is a reuseable form-mounted template that allows precise bolt placement and is removed once the concrete has sufficiently cured Anchorage Heavy Hex Nut: Anchorage nuts are heavy hex nuts, and must comply with the minimum grade specified for the connected anchor bolt or rod. Coupler nuts must comply with the same specification as the nuts for proof load stresses. A ⅞-inch (22 mm) nut must be used for the 12- and 18-inch-wide Strong-Wall panels, and a 1-inch (25 mm) nut must be used for the 24-inch-wide Strong-Wall panels Hold-Down: A proprietary welded steel assembly manufactured to meet specifications noted in the manufacturing standard associated with this report MSK Hold-Down: A proprietary welded steel assembly manufactured to meet specifications in the manufacturing standard associated with this report Anchor Bolts and Rods: A 7 /8-inch-diameter (22 mm) threaded rod is used for 12- and 18-inch-wide Strong-Wall panels, and a 1-inch-diameter (25 mm) threaded rod for 24-inch-wide Strong-Wall panels. For installations on concrete where high-strength bolts are specified in the tables, the anchor bolts must comply with the IBC and be high-strength material with a minimum yield stress of 92,000 psi (634 MPa) and a minimum tensile strength of 120,000 psi (826 MPa). Anchor bolts complying with ASTM A307 or F1554 Grade 36 may be substituted when substantiating calculations are submitted by a registered design professional to the building official for approval. For braced wall panels, bolts or rods complying with ASTM A307 or F1554 Grade 36, may be used without substantiating calculations. WSW-AB and -AB anchor bolts comply with ASTM F1554, Grade 36 (noted as STANDARD ). WSW-ABHS and -ABHS anchor bolts with a model number suffix HS comply with ASTM A449 (noted as HIGH STRENGTH ). WSW-HSR and -HSR extension rods also comply with ASTM A449.

4 ESR-2652 Most Widely Accepted and Trusted Page 3 of 41 The pre-assembled anchor bolt models noted above are manufactured to meet the specifications in the manufacturing standard associated with this report. See Figure 6 for additional information Supplemental Concrete Bearing Plate: A minimum 3.5-inch-by-6.5-inch-by- 3 /8-inch-thick, ASTM A36 (minimum) bearing plate for the 24-inch-wide s, and a minimum 3.5-inch-by-4.25-inch-by- 3 /8-inch-thick A36 (minimum) bearing plate for the 12- and 18-inch-wide s, with primer grey coating, used to increase the bearing capacity of the Strong-Wall SB panels in high load applications. The bearing plates are available from Simpson Strong-Tie and must be ordered separately. 4.0 DESIGN AND INSTALLATION 4.1 Design: General: The tabulated allowable stress design (ASD) in-plane shear values provided in Tables 2 and 3 for standard and portal applications respectively, apply to WSW panels supported directly on normalweight concrete foundations with minimum specified compressive strengths as listed in the applicable table. In-plane ASD shear values for two-story stacked Strong-Wall wood shear panels are provided in Table 4 of this report. Maximum ASD in-plane shear values for Standard and Portal Frame System Strong-Wall SB panels are provided in Tables A1 and A3, respectively; and in-plane shear values for various concrete strengths and support conditions for Standard and Portal Frame System Strong-Wall SB applications are provided in Tables A2 and A4, respectively. ASD in-plane shear values for Stacked Strong-Wall SB panels are shown in Tables A5 and A6. A supplemental concrete bearing plate as described in Section of this report must be specified under each hold-down when required by Tables A2, A4, and A6 of this report. Concrete must be normalweight with minimum specified compressive strength, f c, of 2,500 psi (17.2 MPa) or as required in accordance with the applicable code, or as noted in the footnotes to the tables in this report. The top-of-panel drifts noted in Tables 2 through 4 and Tables A1 through A5 correspond to the tabulated ASD in-plane shear loads. The tabulated ASD out-of-plane lateral strength values are provided in Table 5 for the WSW panels and Table A7 for panels. The ASD axial strength values of the WSW panels supported on normal weight concrete foundations are noted in Table 6 of this report. The maximum secondary bending moment, shear, and axial forces induced in the beam/header member in Portal Frame System applications are shown in Table A8. ASD in-plane shear values provided in Tables 2 through 4 and Tables A1 through A6 of this report are applicable to both ASD basic load combinations in IBC Section and the alternative basic load combinations in IBC Section Strong-Wall panels may be used as components within a seismic-force-resisting system consisting of light-framed load-bearing or non-load-bearing wood walls with wood structural panels, provided the following seismic design coefficients and factors are used in design: PARAMETER Response Modification Coefficient IBC R = 6½ System Overstrength Factor Ω0 = 3 1 Deflection Amplification Factor Cd = 4 1 Where Strong-Wall panels are installed in structures with flexible diaphragms, as determined in accordance with Section of ASCE/SEI 7, the tabulated value of Ω0 may be reduced in accordance with Footnote g, Table of ASCE/SEI 7. Analysis and design of structures incorporating Strong-Wall panels must comply with the applicable code, including IBC Section Where Strong-Wall panels of the same height but different widths are placed in a wall and/or combined with other shear-resisting elements, the applied loads must be proportioned based on relative lateral stiffness of the vertical resisting elements in accordance with ASCE/SEI 7 Section Any combination with other lateral-force-resisting elements for which the stiffness cannot be determined by a rational engineering analysis as required by IBC Section is prohibited. Installation on masonry walls or foundations or steel beams may be permitted, subject to the approval of the code official, provided calculations and construction details substantiating the connection to and adequacy of the supporting masonry or steel member supporting the Strong-Wall panel are prepared by a registered design professional. Where Strong-Wall panels are supported directly on steel beams, the additional top-of-panel drift contributed by beam deflection and the connection between panel and the beam, as applicable, must be added to the overall top-of-panel drift. Welding or modification of the hold-down is not permitted. Strong-Wall panels may be stacked up to two stories provided the allowable values indicated in Tables 4, A5 and A6 of this report, as applicable, are not exceeded, and the anchorage force must include evaluation of cumulative overturning effect. The foundation must be designed to resist all loads transferred, including overturning moment induced by the Strong-Wall panel Garage Portal Strong-Wall Panel Systems: Beams for garage portal systems must be designed for the load combinations specified in Section of the IBC. For all load combinations, gravity loads must be considered to induce only simple span moments in the beam. For load combinations that include lateral load, a concentrated end moment equal to the top of wall moment, noted in this section, must be placed at the end of the beam that is connected to the Strong-Wall panel according to the following: For 12-inch-wide (305 mm) panels with a height of 93¼ inches (2369 mm) or less, the moment induced into the header of the portal frame system must be taken as 20 percent of the total moment due to the in-plane lateral load; and for 18-inch-wide (457 mm) panels with a height of 93¼-inches (2369 mm) or less, the moment induced into the header of the portal frame system must be taken as 10 percent of the total moment due to the in-plane lateral load. values for panel models described above when using the portal straps described in Section are provided in Table 3 of this report. For all other panel models, the total moment due to the in-plane lateral load is resisted at the base of the Strong-Wall panel and allowable values for standard application Strong-Wall panels shown in Table 2 of this report shall apply. The total moment due to the in-plane lateral load for the applicable panels is calculated as the design lateral shear times the panel height as defined in Table 1 of this report Braced Wall Panels: Each 12-inch-wide Strong-Wall panel, 9 feet (2740 mm) or less in height, and

5 ESR-2652 Most Widely Accepted and Trusted Page 4 of 41 each 18- or 24-inch-wide Strong-Wall panel, 12 feet (3660 mm) or less in height, may replace each alternate braced wall panel or each 4 feet (1219 mm) of braced wall panel length specified in Section of the 2015 IBC (Section of the 2012 and 2009 IBC, as applicable) and Section R of the IRC. The required length of bracing shall be based on wood structural panel sheathing (Method WSP in IRC and IBC) Anchorage to Concrete: The anchorage-toconcrete details shown in Figure 6 of this report conform to Chapter 17 of ACI under the 2015 IBC (ACI Appendix D under the 2012 IBC) and may be used to anchor Strong-Wall panels provided the design anchor tension force does not exceed the allowable anchor tension due to overturning listed. Anchorage-to-concrete details shown in Figure 6 that are used for seismic resistance comply with the ductility requirements of ACI Section (ACI Appendix D Section D ). Tie or hairpin reinforcement in accordance with Figure 6 is not required for interior foundation applications (panel installed away from edge of concrete) or braced wall panel applications. Alternatively, subjected to approval of the code official, anchorage elements may be determined by a registered design professional and installed to resist tension and shear loads to accommodate the specific condition and critical load demand in accordance with Chapters 19 and 21 of the IBC, as applicable. Strong-Wall panel anchorage solutions for grade beam applications conform to Sections and 1905 of the 2015 IBC which refer to Chapter 17 of ACI (Section 1909 of the 2012 IBC refers to ACI Appendix D). Anchor reinforcement is required for grade beam applications. Anchor reinforcement described in Figure 6 detail 5-WSW1.1 provides a resistance that is equal to or greater than 1.2 times the nominal tensile strength of the steel anchor. Testing has shown that closed-tie anchor reinforcement is critical to maintain the integrity of the reinforced core where the anchor is located. In addition, plastic hinging must be prevented at anchor locations in seismic applications per ACI Section (ACI Section D.3.3.2) to achieve expected anchor-to-concrete performance. Physical testing was used to validate anchor reinforcement configuration and placement, and has shown that in order to achieve expected performance, concrete member design strength should consider factored anchor demand for wind applications and amplified anchor demand for seismic applications. Figure 6 provides anchor reinforcement details and design moments to be applied at anchor locations. The amplified LRFD design seismic moments described in Figure 6 detail 5-WSW1.1 are based on the lowest of the following: (1): 85 percent of the maximum lateral load resisted by the tested WSW panel when tested in accordance with AC130. (2): WSW panel LRFD lateral strength multiplied by a 2.5 overstrength factor. (3): Lateral shear based on the WSW panel overturning resistance at maximum anchor tension resistance. The WSW panel overturning resistance is based on using 1.2 times the anchor nominal tensile strength, and corresponding LRFD axial compression load, which is 1.2 times the allowable axial load listed in Table 2 of this report. The design hold-down tension/uplift force due to overturning, T, for hold-down anchorage, assuming no resisting axial load, may be determined using the following formula: SSheeeeee HHHHHHHHhtt TT = MMMMMMMMMMMM AAeeMM where: = Applied design in-plane shear load for Standard and Portal Frame System Strong-Wall panel as applicable (lbs.). Height = Strong-Wall panel height per Table 1, A1 or A3, as applicable (in.). Moment Arm = 8 1 /16 in., /16 in., and /16 in for 12-, 18-, and 24-inch-wide WSW respectively; in., in., and in. for 12-, 18-, and 24-inch-wide s, respectively. The hold-down uplift force due to overturning for the 12-inch-wide Strong-Wall panels with heights less than or equal to inches and 18-inch-wide Strong-Wall panels with heights less than or equal to inches, when connected to a header/beam with portal straps in a garage portal frame system, may be taken as 80 percent and 90 percent, respectively, of the calculated hold-down uplift force due to overturning. The hold-down uplift force due to overturning for stacked applications must take into account the effects of cumulative overturning. Base overturning moment, OM, as determined in accordance with Table 4 or A6 of this report, as applicable, may be substituted for shear x height in the preceding formula Anchorage to Masonry: Anchorage to masonry foundations or foundation walls for Strong-Wall panels described in this report must be designed and detailed by a registered design professional in accordance with Chapter 21 of the IBC and this report, and the design and details are subject to approval of the code official Anchorage to Steel Beams: Anchorage to steel beams for Strong-Wall panels described in this report must be designed and detailed by a registered design professional in accordance with Chapter 22 of the IBC and this report, and the design and details are subject to approval of the code official. Welding or modification of the hold-down is not permitted. 4.2 Installation: General: The Strong-Wall panels must be installed within the wall envelope in accordance with the manufacturer s installation instructions, the applicable code, and this report. Installation details shown in Figures 1 through 5 of this report represent typical surrounding framing conditions and connection requirements for standard, portal frame and multi-story Strong-Wall panel applications as referenced in this report. The WSW and may be field-trimmed to a minimum height of 74½ inches (1892 mm) per the manufacturer s installation instructions. Field-drilling of the Strong-Wall panel is not permitted except as indicated in Figure 5. Corrosion-resistant fasteners and connectors complying with Section of the 2015 IBC (Section of the 2012 and 2009 IBC, as applicable) must be used when the Strong-Wall panel is in contact with fire-retardant or preservative-treated wood. The wood portion of the panel must not be in direct contact with concrete; the Strong-Wall panel is designed such that when installed on level and smooth concrete, there is a ⅛-inch (3 mm) gap

6 ESR-2652 Most Widely Accepted and Trusted Page 5 of 41 between the wood at the bottom of the panel and the concrete. Anchor bolts and rods must be in accordance with Section of this report and be placed using the form-mounted reusable template as described in Section of this report Garage Portal Strong-Wall System: For portal frame applications, the header must be connected to the Strong-Wall panel using the connectors and/or fasteners described in Sections , , and , as applicable. The header must be connected to the Strong-Wall panel using four proprietary portal straps described in Section (two on the front face and two on the back). In single portal frame installations, the header must be connected to the column with a connection capable of resisting a minimum allowable uplift of 1,000 pounds (4450 N). At the bottom of the column, a hold-down device capable of resisting a minimum allowable tension load of 1,000 pounds (4450 N) must be used to connect the column to the foundation. When using a 3⅛-inch-wide (79 mm) header in portal frame applications, a ⅜-inch-thick (9.5 mm) wood furring strip [2½ inches by 10 inches (64 mm by 254 mm), minimum] must be installed (on one side of the header) between the header and each steel strap. The furring strip must be connected to the header with 10-8d common nails. When using a 5⅛-, 5¼-, or 5½-inch-wide (130, 133, or 140 mm) beam, 1 3 /4-inch-thick (44 mm) wood furring must be installed on the inside face of the Strong-Wall panel between the panel and both steel straps. The furring must be connected to the header with fasteners per Figure 3 of this report. 4.3 Special Inspection: General: If special inspection is required, the inspector is responsible for verifying proper hold-down anchor type, size and placement, including embedment length, spacing, and edge distance. The inspector must also verify proper connection to the member above per Figure IBC: Periodic special inspection must be provided in accordance with Section , or , as applicable, with the exception of those structures that qualify under Section , , or and subject to approval of the code official IBC: Periodic special inspection must be provided in accordance with Section , or , as applicable, with the exception of those structures that qualify under Section , , or and subject to approval of the code official IBC: Periodic special inspection must be provided in accordance with Section , or , as applicable, with the exception of those structures that qualify under Section , , or and subject to approval of the code official IRC: In jurisdictions governed by the IRC, special inspections are not required, except where an engineered design according to Section R of the IRC is used. Where an engineered design is used, special inspections in accordance with Section 4.3 of this report must be provided. 5.0 CONDITIONS OF USE The Strong-Wall panels (WSW and ) 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 WSW and panels must be installed in accordance with this report, the manufacturer s instructions and the building plans approved by the code official. In the event of a conflict between this report and the manufacturer s installation instructions, this report governs. 5.2 ASD design loads and drifts must not exceed the allowable loads and drifts set forth this report. 5.3 Calculations and details justifying that the use of the the Strong-Wall panels (WSW and ) is in compliance with the applicable code and this evaluation report must be submitted to the code official for approval, except for the braced and alternate braced wall substitutions noted in Section The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.4 Design of the concrete foundation system, masonry wall or foundation, or steel beam supporting the Strong-Wall panel is outside the scope of this report. 5.5 The Strong-Wall Wood wall and Strong-Wall SB panels are produced at the Simpson Strong-Tie facilities located in Stockton, California, under a quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Prefabricated Wood Panels (AC130), dated January 2013 (editorially revised February 2015). Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated June Additional data was submitted for the anchorage to concrete in accordance with ACI IDENTIFICATION The Strong-Wall Wood wall and Strong-Wall SB wall are identified with a label bearing the manufacturer s name (Simpson Strong-Tie Company Inc.), the product name or designation, the production date, and the evaluation report number (ESR-2652).

7 ESR-2652 Most Widely Accepted and Trusted Page 6 of 41 TABLE 1 STRONG-WALL (WSW) PANEL DESCRIPTION Strong- Wall Wood wall Model Nominal Width, W (in.) Height, H (in.) Panel Information Thickness, t (in.) Panel Weight (lb.) Qty. Anchor Bolts WSW12x ½ ⅞ WSW18x ½ ⅞ WSW12x ½ 3½ ⅞ WSW18x ½ 3½ ⅞ WSW12x ¼ 3½ ⅞ WSW18x ¼ 3½ ⅞ WSW24x ¼ 3½ WSW12x ¼ 3½ ⅞ WSW18x ¼ 3½ ⅞ WSW24x ¼ 3½ WSW12x ¼ 3½ ⅞ WSW18x ¼ 3½ ⅞ WSW24x ¼ 3½ WSW12x ¼ 3½ ⅞ WSW18x ¼ 3½ ⅞ WSW24x ¼ 3½ WSW12x ¼ 3½ ⅞ WSW18x ¼ 3½ ⅞ WSW24x ¼ 3½ WSW18x ¼ 3½ ⅞ WSW24x ¼ 3½ WSW24x ½ WSW24x ½ WSW18x ½ ⅞ WSW24x ½ For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N. Dia. (in.) 1. For heights not listed, order the next tallest panel and trim to fit. Minimum trimmed height for all panels is 74½". 2. All panels are supplied with pre-attached hold-downs, two standard hex nuts, two flat washers, two WSW-TOW top connection plates (width based on panel model) and installation instructions. 3. Fasteners used in the WSW-TOW alternate top connection shown in Figures 2 and 3 of this report are SDS ¼" x 6" minimum length and SD #10 x 1½" connector screws complying with ICC-ES evaluation reports ESR-2236 and ESR-3046 respectively.

8 ESR-2652 Most Widely Accepted and Trusted Page 7 of 41 TABLE 2 ALLOWABLE ASD IN-PLANE SHEAR FOR STANDARD APPLICATION STRONG-WALL (WSW) ON CONCRETE FOUNDATION Strong- Wall Wood wall Model WSW12x7 WSW18x7 WSW24x7 WSW12x8 WSW18x8 WSW24x8 WSW12x9 WSW18x9 WSW24x9 WSW12x10 WSW18x10 WSW24x10 WSW12x11 WSW18x11 WSW24x11 WSW12x12 WSW18x12 WSW24x12 Allow. Vertical Load, P (lb.) Allow. ASD Load, V (lb.) 2,500 psi Concrete 3,000 psi Concrete Seismic Wind Seismic Wind Anchor Anchor Anchor Drift Tension Allow. Tension Allow. Tension Allow. at at ASD Allow. at ASD Allow. at ASD Allow. Allow. Allow.,, Allow.,, Allow.,,,, V (lb.) Δ (in.), V (lb.) Δ (in.), V (lb.) Δ (in.) Δ (in.) T (lb.) T (lb.) T (lb.) Anchor Tension at Allow., T (lb.) 1,000 1, ,285 1, ,375 1, ,285 1, ,375 4,000 1, ,285 1, ,375 1, ,285 1, ,375 7,500 1, ,285 1, ,370 1, ,285 1, ,375 1,000 2, ,865 2, ,675 2, ,865 3, ,040 4,000 2, ,865 2, ,160 2, ,865 3, ,040 7,500 2, ,865 2, ,395 2, ,865 2, ,280 1,000 5, ,710 5, ,710 5, ,710 5, ,710 4,000 5, ,710 5, ,240 5, ,710 5, ,710 7,500 5, ,710 4, ,390 5, ,710 5, ,710 1, ,125 1, , ,125 1, ,420 4, ,125 1, , ,125 1, ,420 7, ,125 1, , ,125 1, ,420 1,000 2, ,245 2, ,675 2, ,245 2, ,560 4,000 2, ,245 2, ,160 2, ,245 2, ,045 7,500 2, ,245 2, ,395 2, ,245 2, ,280 1,000 4, ,355 4, ,830 4, ,355 5, ,150 4,000 4, ,355 4, ,240 4, ,355 5, ,395 7,500 4, ,355 4, ,390 4, ,355 4, ,540 1, ,310 1, , ,310 1, ,335 4, ,310 1, , ,310 1, ,335 7, ,310 1, , ,310 1, ,335 1,000 1, ,505 2, ,675 1, ,505 2, ,980 4,000 1, ,505 2, ,160 1, ,505 2, ,045 7,500 1, ,505 1, ,395 1, ,505 2, ,280 1,000 4, ,275 4, ,830 4, ,275 5, ,985 4,000 4, ,275 4, ,240 4, ,275 4, ,395 7,500 4, ,275 3, ,390 4, ,275 4, ,540 1, , , , ,810 4, , , , ,810 7, , , , ,810 1,000 1, ,440 1, ,675 1, ,440 2, ,715 4,000 1, ,440 1, ,160 1, ,440 2, ,045 7,500 1, ,440 1, ,395 1, ,440 1, ,280 1,000 3, ,740 3, ,830 3, ,740 4, ,985 4,000 3, ,740 3, ,240 3, ,740 4, ,395 7,500 3, ,740 3, ,390 3, ,740 3, ,540 1, , , , ,810 4, , , , ,810 7, , , , ,810 1,000 1, ,010 1, ,675 1, ,010 1, ,335 4,000 1, ,010 1, ,160 1, ,010 1, ,045 7,500 1, ,010 1, ,395 1, ,010 1, ,280 1,000 3, ,485 3, ,830 3, ,485 4, ,985 4,000 3, ,485 3, ,240 3, ,485 3, ,395 7,500 3, ,485 2, ,390 3, ,485 3, ,540 1, , , , ,915 4, , , , ,915 7, , , , ,915 1,000 1, ,580 1, ,675 1, ,580 1, ,770 4,000 1, ,580 1, ,160 1, ,580 1, ,770 7,500 1, ,580 1, ,395 1, ,580 1, ,280 1,000 2, ,795 3, ,830 2, ,795 3, ,985 4,000 2, ,795 2, ,240 2, ,795 3, ,395 7,500 2, ,795 2, ,390 2, ,795 3, ,540 See footnotes next page.

9 ESR-2652 Most Widely Accepted and Trusted Page 8 of 41 TABLE 2 ALLOWABLE ASD IN-PLANE SHEAR FOR STANDARD APPLICATION STRONG-WALL (WSW) ON CONCRETE FOUNDATION (CONTINUED) Strong- Wall Wood wall Model WSW18x13 WSW24x13 WSW18x14 WSW24x14 WSW18x16 WSW24x16 WSW18x18 WSW24x18 WSW18x20 WSW24x20 Allow. Vertical Load, P (lb.) Allow. ASD Load, V (lb.) 2,500 psi Concrete 3,000 psi Concrete Seismic Wind Seismic Wind Anchor Anchor Anchor Drift Tension Allow. Tension Allow. Tension Allow. at at ASD Allow. at ASD Allow. at ASD Allow. Allow. Allow.,, Allow.,, Allow.,,,, V (lb.) Δ (in.), V (lb.) Δ (in.), V (lb.) Δ (in.) Δ (in.) T (lb.) T (lb.) T (lb.) Anchor Tension at Allow., T (lb.) 1,000 1, ,065 1, ,675 1, ,065 1, ,100 4,000 1, ,065 1, ,160 1, ,065 1, ,100 7,500 1, ,065 1, ,395 1, ,065 1, ,280 1,000 2, ,970 2, ,830 2, ,970 3, ,865 4,000 2, ,970 2, ,240 2, ,970 3, ,395 7,500 2, ,970 2, ,390 2, ,970 3, ,540 1, ,580 1, , ,580 1, ,995 4, ,580 1, , ,580 1, ,995 1,000 2, ,300 2, ,830 2, ,300 2, ,970 4,000 2, ,300 2, ,240 2, ,300 2, ,970 1, ,420 1, , ,420 1, ,945 4, ,420 1, , ,420 1, ,945 1,000 1, ,330 2, ,830 1, ,330 2, ,355 4,000 1, ,330 2, ,240 1, ,330 2, ,355 1, , , , ,225 4, , , , ,225 1,000 1, ,220 1, ,555 1, ,220 1, ,555 4,000 1, ,220 1, ,555 1, ,220 1, ,555 1, , , , ,020 4, , , , ,020 1,000 1, ,940 1, ,140 1, ,940 1, ,140 4,000 1, ,940 1, ,140 1, ,940 1, ,140 For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N. 1. ASD shear loads and anchor tension values are applicable to installations on concrete with specified compressive strengths as listed. No further increase for duration of load is allowed. 2. vertical load denotes the total maximum vertical load permitted on the panel acting in combination with the allowable shear loads. 3. shear, drift and anchor tension values may be interpolated for intermediate height or vertical loads. 4. For panels 74½"-78" tall, use the values for a 78" tall panel. 5. High strength anchor bolts are required unless a lower strength grade is justified by the registered design professional. Figure 6 of this report provides WSW-AB anchor bolt information and anchorage solutions. 6. All panels taller than 18' require a 2x6 minimum full-height stud attached to each side. Attach using 10d common nails at 16" o.c. 7. See Table 5 of this report for allowable out-of-plane values; see Table 6 for allowable axial values. 8. Drifts at lower design shear may be linearly reduced. 9. Tabulated anchor tension values assume no resisting vertical load. Anchor tension loads at design shear values and including the effect of vertical load may be determined using the following equation: T = [(V H) / B] - P/2, where: T = Anchor tension load (lb.); V = Design shear load (lb.); P = Applied vertical load (lb.); H = Panel height (in.) B = Moment arm (in.); 8.06" for WSW12, 13.94" for WSW18, 18.94" for WSW24

10 ESR-2652 Most Widely Accepted and Trusted Page 9 of 41 Strong- Wall Wood wall Model WSW12x7 WSW18x7 WSW12x7.5 WSW18x7.5 WSW12x8 WSW18x8 TABLE 3 ALLOWABLE ASD IN-PLANE SHEAR FOR PORTAL APPLICATION STRONG-WALL (WSW) ON CONCRETE FOUNDATION Allow. Vertical Load, P (lb.) Allow. ASD Load, V (lb.) 2,500 psi Concrete 3,000 psi Concrete Seismic Wind Seismic Wind Anchor Anchor Anchor Tension Allow. Tension Allow. Tension Allow. Allow. at ASD Allow. at ASD Allow. at ASD Allow., Allow.,, Allow.,, Allow.,, Δ (in.), V (lb.) Δ (in.), V (lb.) Δ (in.), V (lb.) Δ (in.) T (lb.) T (lb.) T (lb.) Anchor Tension at Allow., T (lb.) 1,000 1, ,750 2, ,525 1, ,750 2, ,525 4,000 1, ,750 1, ,150 1, ,750 2, ,525 7,500 1, ,750 1, ,370 1, ,750 2, ,255 1,000 3, ,235 3, ,675 3, ,235 3, ,880 4,000 3, ,235 3, ,160 3, ,235 3, ,880 7,500 3, ,235 2, ,395 3, ,235 3, ,280 1,000 1, ,900 1, ,670 1, ,900 1, ,720 4,000 1, ,900 1, ,150 1, ,900 1, ,720 7,500 1, ,900 1, ,370 1, ,900 1, ,255 1,000 2, ,300 3, ,675 2, ,300 3, ,500 4,000 2, ,300 2, ,160 2, ,300 3, ,045 7,500 2, ,260 2, ,395 2, ,300 2, ,280 1,000 1, ,110 1, ,690 1, ,110 1, ,690 4,000 1, ,110 1, ,150 1, ,110 1, ,690 7,500 1, ,110 1, ,370 1, ,110 1, ,690 1,000 2, ,730 2, ,675 2, ,730 3, ,560 4,000 2, ,730 2, ,160 2, ,730 2, ,045 7,500 2, ,730 2, ,395 2, ,730 2, ,280 For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N. 1. ASD shear loads and anchor tension values are applicable to installations on concrete with specified compressive strengths as listed. No further increase for duration of load is allowed. 2. vertical load denotes the total maximum vertical load permitted on the panel acting in combination with the allowable shear loads. 3. shear, drift and anchor tension values may be interpolated for intermediate height or vertical loads. 4. For panels 74½"-78" tall, use the values for a 78" tall panel. 5. High strength anchor bolts are required unless a lower strength grade is justified by the registered design professional. Figure 6 of this report provides WSW-AB anchor bolt information and anchorage solutions. 6. See Table 5 of this report for allowable out-of-plane values; see Table 6 for allowable axial values. 7. values shown apply to single-wall garage portal systems. For double-wall garage portal systems, allowable shear load may be taken as twice the table value. 8. Drifts at lower design shear may be linearly reduced. 9. Tabulated anchor tension values assume no resisting vertical load. Anchor tension loads at design shear values and including the effect of vertical load may be determined using the following equation: T = [(k V H) / B] - P/2, where: T = Anchor tension load (lb.); V = Design shear load (lb.); P = Applied vertical load (lb.); H = Panel height (in.) B = Moment arm (in.); 8.06" for WSW12, 13.94" for WSW18, 18.94" for WSW24 k = Portal factor; 0.80 for WSW12 panels 93¼" or less in height, 0.90 for WSW18 panels 93¼" or less in height, 1.00 for all other panels. 10. values shown in Table 2 of this report shall apply for WSW12 and WSW18 portal panels taller than 93¼", for WSW24 portal panels, and for all panels installed without the portal straps described in Section

11 ESR-2652 Most Widely Accepted and Trusted Page 10 of 41 TABLE 4 ALLOWABLE ASD IN-PLANE SHEAR AND BASE MOMENT FOR TWO-STORY STACKED APPLICATION STRONG-WALL (WSW) ON CONCRETE FOUNDATION TABLE 4A SECOND-STORY PANELS Strong- Wall Wood wall Model Nom. Width, W (in.) Height, H (in.) Allow. Vertical Load, P (lb.) Allow. ASD Load, V (lb.) Seismic Allow., Δ (in.) Allow. ASD Load, V (lb.) Wind Allow., Δ (in.) WSW18x ¼ 2,000 1, , WSW24x ¼ 2,000 2, , WSW18x ¼ 2,000 1, , WSW24x ¼ 2,000 1, , WSW18x ¼ 2,000 1, , WSW24x ¼ 2,000 1, , WSW18x ¼ 2, , WSW24x ¼ 2,000 1, , TABLE 4B FIRST-STORY PANELS Strong- Wall Wood wall Model Nom. Width, W (in.) Height, H (in.) Allow. Vert. Load, P (lb.) Stiffness, K x 10 9 (lb.-in.) Allow. ASD Base Moment, M (lb.-in.) 2,500 psi Concrete 3,000 psi Concrete Seismic Wind Seismic Wind Anchor Tension at Allow. Base Moment, T (lb.) Allow. ASD Base Moment, M (lb.-in.) Anchor Tension at Allow. Base Moment, T (lb.) Allow. ASD Base Moment, M (lb.-in.) Anchor Tension at Allow. Base Moment, T (lb.) Allow. ASD Base Moment, M (lb.-in.) Anchor Tension at Allow. Base Moment, T (lb.) WSW18x ¼ 4, ,550 14, ,730 13, ,550 14, ,020 15,645 WSW24x ¼ 4, ,565 21, ,540 22, ,565 21, ,060 24,030 WSW18x ¼ 4, ,500 14, ,715 13, ,500 14, ,975 15,640 WSW24x ¼ 4, ,000 21, ,525 22, ,000 21, ,050 23,870 WSW18x ¼ 4, ,255 14, ,670 13, ,255 14, ,970 15,640 WSW24x ¼ 4, ,855 20, ,505 22, ,855 20, ,135 22,660 WSW18x ¼ 4, ,755 14, ,700 13, ,755 14, ,785 15,625 WSW24x ¼ 4, ,045 20, ,550 22, ,045 20, ,465 22,625 WSW18x ¼ 4, ,275 13, ,755 13, ,275 13, ,345 14,950 WSW24x ¼ 4, ,670 20, ,805 22, ,670 20, ,805 22,115 For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N. 1. ASD base moments and anchor tension values are applicable to installations on concrete with specified compressive strengths as listed. No further increase for duration of load is allowed. 2. vertical load denotes the total maximum vertical load permitted on the panel acting in combination with the allowable shear loads. 3. shear, drift, base moment and anchor tension values may be interpolated for intermediate height or vertical loads. 4. Two-Story Stacked panel combinations may consist of any height combination of equal width panels listed in these tables. 5. A multi-story kit (MSK) is required to attach the second-story panel to first-story panel. 6. High strength anchor bolts are required unless a lower strength grade is justified by the registered design professional. Figure 6 of this report provides WSW-AB anchor bolt information and anchorage solutions. 7. The designer must verify that the cumulative overturning moment at the base of the first-story panel does not exceed the allowable base moment capacity. The overturning base moment shall be determined using the following equation: MOT = (V1 H1) + (V2 H2), where: MOT = Overturning base moment; V1 = Applied shear load to first-story panel; V2 = Applied shear load to second-story panel H1 = Height of first-story panel; H2 = Total assembly Height (H1 + Height of second-story panel + 5 in.) 8. Tabulated anchor tension values assume no resisting vertical load. Anchor tension loads at design shear values and including the effect of vertical load may be determined using the following equation: T = MOT / B - P/2, where: T = Anchor tension load (lb.); P = Applied vertical load (lb.); MOT = Overturning moment, see Footnote 7 B = Moment arm (in.); 13.94" for WSW18, 18.94" for WSW24 9. First-story panel drift must comply with code drift limits; evaluate drift at the top of the first-story panel using the following equation: Δ = H1 2 / K [(3 V2 H3) + (2 Vbase H1)], where: Δ = First-story panel drift; K = Stiffness of first-story panel per Table 4B; H1 = First-story panel height; H3 = Second-story panel height V2 = Applied shear load to second-story panel; Vbase = Sum of applied shear loads to first-story panel and second-story panel

12 ESR-2652 Most Widely Accepted and Trusted Page 11 of 41 TABLE 5 ALLOWABLE ASD OUT-OF-PLANE LOADS FOR STRONG-WALL (WSW) ON CONCRETE FOUNDATION (PSF) Panel Attachment Strong- Wall Wood wall Model Nominal Height of wall (ft.) Top Plates WSW N/A N/A N/A N/A N/A WSW WSW WSW N/A N/A N/A N/A N/A Header WSW N/A N/A N/A N/A N/A WSW N/A N/A N/A N/A N/A For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb. = 4.45 N, 1 psf = Pa. 1. Loads shown are at ASD level in pounds per square foot with no further increase allowed. 2. Loads consider a maximum deflection limit of h / out-of-plane loads can be applied in combination with the allowable vertical loads listed in Tables 2 and values for header panel attachment assume a maximum header depth of 14". Use a load reduction factor of 0.88 and 0.78 for 16" and 18" deep headers respectively. 5. values shown for header panel attachment require the use of the portal kit to resist header rotation. TABLE 6 ALLOWABLE ASD VERTICAL LOADS FOR STRONG-WALL (WSW) ON CONCRETE FOUNDATION (LB.) Strong- Wall Wood wall Model Nominal Height of wall (ft.) WSW12 32,400 27,700 23,700 19,000 15,400 12,800 10,800 N/A N/A N/A N/A N/A WSW18 40,900 40,900 40,900 33,100 26,900 22,300 18,800 16,000 13,300 10,200 8,100 6,600 WSW24 58,000 56,200 48,100 38,400 31,300 25,900 21,800 18,600 15,500 11,900 9,400 7,600 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb. = 4.45 N. 1. ASD vertical load is the lesser of the WSW panel buckling capacity and concrete bearing capacity beneath the hold-downs assuming a minimum specified concrete compressive strength f'c = 2,500 psi. Loads shown are for normal duration loads with no further increase allowed. 2. vertical loads assume concentric point load or uniformly distributed load without lateral loads present. For combined lateral and vertical loads, see Tables Tabulated loads apply to single-story panels on concrete foundations.

13 ESR-2652 Most Widely Accepted and Trusted Page 12 of 41 RIM JOIST, BEAM, OR BLOCKING IF APPLICABLE OR 6 7 ALTERNATE TOP PLATES WSW-TOW SHEAR TRANSFER PLATE 7 8 " MAXIMUM WOOD SHIM. FOR SHIMS GREATER THAN 7 8", SEE 9/WSW2. SEE 10/WSW2 FOR ALLOWABLE EDGE AND FACE DRILL ZONES REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. WSW HOLDOWN OR 4 5 HEX NUT AND STRUCTURAL WASHER WSW DESIGNED TO PROVIDE 1 8" GAP BETWEEN LSL AT BASE OF WSW AND CONCRETE. ENSURE CONCRETE IS LEVEL AND SMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY. 2/WSW2 SINGLE-STORY WSW ON CONCRETE FIGURE 1 STRONG-WALL DETAILS (2/WSW2)

14 ESR-2652 Most Widely Accepted and Trusted Page 13 of 41 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. PLACE OVER THE ANCHOR BOLTS AND SECURE WITH WASHER AND HEX NUTS (PROVIDED). SNUG TIGHT FIT REQUIRED; DO NOT USE AN IMPACT WRENCH. USE " WRENCH FOR 7 8" NUT USE 1 1 2" WRENCH FOR 1" NUT HEX NUT AND STRUCTURAL WASHER SEE SHEETS WSW1 AND WSW1.1 FOR ANCHORAGE SOLUTIONS 4/WSW2 STANDARD INSTALLATION BASE CONNECTION FRAMING BY OTHERS (NOT SHOWN FOR CLARITY) REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. PLACE OVER THE ANCHOR BOLTS AND SECURE WITH WASHER AND HEX NUTS (PROVIDED). SNUG TIGHT FIT REQUIRED; DO NOT USE AN IMPACT WRENCH. USE " WRENCH FOR 7 8" NUT USE 1 1 2" WRENCH FOR 1" NUT NAILING BY OTHERS FRAMING BY OTHERS FRAMING BY OTHERS (TYPICAL) JOIST HANGER (IF REQUIRED) SILL PLATE ANCHORAGE BY OTHERS SEE SHEETS WSW1 AND WSW1.1 FOR ANCHORAGE SOLUTIONS HEIGHT TO INCLUDE THE DEPTH OF THE FLOOR SYSTEM AND SHALL BE INSTALLED DIRECTLY ON THE FOUNDATION. SPECIFY PANEL HEIGHT FROM TOP OF FOUNDATION TO UNDERSIDE OF TOP PLATES OR BEAM. SECTION 5/WSW2 WOOD FLOOR SYSTEM BASE CONNECTION FIGURE 1 STRONG-WALL DETAILS (Continued) (4, 5/WSW2)

15 ESR-2652 Most Widely Accepted and Trusted Page 14 of 41 TOP PLATES ALIGN WSW-TOW NOTCHES WITH BOTTOM OF TOP PLATES REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 7 8" MAXIMUM WOOD SHIM. FOR SHIMS GREATER THAN 7 8", SEE 9/WSW2. 3" MIN. 2" MIN. 2" MIN. 3" MIN. ATTACH WSW-TOW PLATES (PROVIDED) TO FRAMING AND WSW PANEL BOTH SIDES USING 10d x 2 1 2" NAILS MIN. FOR ALTERNATE CONNECTION SEE 7/WSW2. WOOD FURRING BLOCK (REQUIRED FOR 5 1 8" 5 1 2" FRAMING MEMBERS) SDS 1 4" x 3 1 2" SECTION 4x FRAMING SECTION 6x FRAMING FOR 5 1 8" 5 1 2" FRAMING, ATTACH WOOD FURRING BLOCK BETWEEN WSW PANEL AND WSW-TOW WITH SDS 1 4" x 3 1 2" SCREWS (MIN.) OR 16d COMMON NAILS (8 TOTAL FASTENERS FOR WSW12, 10 FOR WSW18 AND 14 FOR WSW24). MINIMUM BLOCK SIZE IS 1 3 4" x " x WSW PANEL WIDTH. 6/WSW2 STANDARD TOP CONNECTION WSW-TOW ALTERNATE CONNECTION KIT ALIGN WSW-TOW NOTCHES WITH BOTTOM OF TOP PLATES TOP PLATES FASTENER QUANTITY MODEL NO. SD #10 x 1 1 2" SDS 1 4" x 6" WSW-TOW12KT 20 2 WSW-TOW18KT 28 4 WSW-TOW24KT 40 8 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. INSTALL SDS 1 4" x 6" SCREWS AT AN ANGLE THAT PREVENTS THEM FROM EXITING SIDE OF FRAMING; APPROX. 30 DEGREES (TYP.) 7 8" MAXIMUM WOOD SHIM. FOR SHIMS GREATER THAN 7 8", SEE 9/WSW2. OPTIONAL 1" DIAMETER BY 1 4" DEEP COUNTERBORE SD #10 x 1 1 2" ATTACH WSW-TOW PLATE (PROVIDED) ON ONE SIDE ONLY WITH A COMBINATION OF SDS 1 4" x 6" AND SD #10 x 1 1 2" CONNECTOR SCREWS (ORDER SEPARATELY AS WSW-TOW KT) SECTION 4x FRAMING INSTALL WSW-TOW ON EXTERIOR FACE 1" DIAMETER BY 1 4" DEEP COUNTERBORE SECTION 6x FRAMING FURRING NOT REQUIRED FOR ALTERNATE TOP CONNECTION EXCEPT AS REQUIRED FOR FINISH MATERIAL ATTACHMENT 7/WSW2 ALTERNATE TOP CONNECTION FIGURE 2 STRONG-WALL TOP CONNECTION DETAILS (6, 7/WSW2)

16 ESR-2652 Most Widely Accepted and Trusted Page 15 of 41 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. END OF PANEL TO NEAREST SCREW (SEE TABLE) A B INSTALL SDS 1 4" x 6" SCREWS (ORDER SEPARATELY). INSTALL IN 2 ROWS AS SHOWN AND COUNTERSINK AS REQUIRED. QTY. OF SDS 1 4" x 6" SCREWS REQ'D. WSW12 4 WSW18 8 WSW " MIN. CLEARANCE (4) SIMPSON STRONG-TIE LTP4 OR A35 FRAMING ANGLES. MAY BE USED IN COMBINATION (2 PER SIDE). NO HOLES IN HATCHED REGION. EDGE DISTANCE FOR SCREWS SLOPE A (IN.) B (IN.) 0:12-4: :12-8:12 1 1/2 4 1/2 9:12-12:12 1/2 5 1/2 1. MAINTAIN END DISTANCES TO PREVENT SCREWS FROM PENETRATING THROUGH THE OUTER EDGES. 2. INSTALL SCREWS PERPENDICULAR TO THE TOP PLATE. 3. EDGE DISTANCES ASSUME DOUBLE TOP PLATE. 1" MIN. FROM EDGE 1 1 4" MIN. ROW SPACING L= W(MIN.) 1 2 " MIN. AT EDGE 1 2 " MIN. SDS TIP TO CHASE PLAN VIEW SDS SCREW SPACING 1 3 8" O.C. MIN. W DOUBLE TOP PLATES SIMPSON STRONG-TIE LTP4 FRAMING ANCHORS L SIMPSON STRONG-TIE A35 FRAMING ANCHORS SECTION VIEW 2X6 OR WIDER FRAMING W INSTALLATION NOTES : 1. ACTUAL CUT LENGTH (L) MUST BE GREATER THAN OR EQUAL TO PANEL WIDTH (W). 2. THIS DETAIL APPLICABLE FOR SLOPES UP TO 12: PANELS TALLER THAN 12' MUST BE DESIGNED FOR THE APPLICATION. 8/WSW2 RAKE WALL FIGURE 2 STRONG-WALL TOP CONNECTION DETAILS (Continued) (8/WSW2)

17 ESR-2652 Most Widely Accepted and Trusted Page 16 of 41 FOR 8" TO 12" BLOCK DEPTHS: ATTACH SIMPSON STRONG-TIE CS16 STRAPS AT EDGE OF WSW PANEL (EACH SIDE) USING 10d x 1½" NAILS SHIM BLOCK HEIGHTS GREATER THAN 8" AND UP TO 10": 8 NAILS INTO BLOCK 8 NAILS INTO WSW PANEL SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP TO 12": 10 NAILS INTO BLOCK 10 NAILS INTO WSW PANEL INSTALL SDS 1 4" x 6" SCREWS (MIN.) FROM THE TOP SIDE OF THE PLATES PER QTY. AND SPACING REQUIREMENTS DETAILED IN 8/WSW2. LTP4 SPACING BY OTHERS 4x SHIM BLOCK FULL-HEIGHT ADJACENT FRAMING BY OTHERS SEE 6 & 7/WSW2 FOR TOP CONNECTION 4x SHIM BLOCK 4 1 8" TO 12" SHIM BLOCK 1" TO 4" SHIM BLOCK CRIPPLE SHEARWALL, BLOCKING AND STRAP BY OTHERS FULL-HEIGHT ADJACENT FRAMING BY OTHERS REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. REGISTERED DESIGN PROFESSIONAL SHALL DESIGN AND DETAIL FOR : 1. SHEAR TRANSFER 2. OUT-OF-PLANE LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT CRIPPLE WALL SEE 6 & 7/WSW2 FOR TOP CONNECTION 9/WSW2 TOP OF WALL HEIGHT ADJUSTMENTS FIGURE 2 STRONG-WALL TOP CONNECTION DETAILS (Continued) (9/WSW2)

18 ESR-2652 Most Widely Accepted and Trusted Page 17 of 41 3 TO " MIN. WIDTH BY 9 1 4" MIN. DEPTH HEADER BY OTHERS. FOR WSW AND HEADER FURRING REQUIREMENTS, WHEN APPLICABLE, SEE DETAILS 4/WSW4 AND 5/WSW4. SIMPSON STRONG-TIE LSTA12 STRAP (MIN.) AT BEAM TO POST EACH SIDE ROUGH OPENING HEIGHT 8' 18'-6" CLEAR SPAN PORTAL COLUMN SIMPSON STRONG-TIE STHD10 HOLDOWN (MIN.) COLUMN BASE AND POST (DESIGN BY OTHERS) GARAGE HEADER ROUGH OPENING HEIGHT MODEL NO. H CURB ROUGH OPENING HEIGHT WSW12x " 6' " WSW18x7 WSW24x7 6" 7'-0" WSW12x7.5 WSW18x7.5 0" 7'-1 1 2" WSW24x7.5 WSW12x " 8'-2 3 4" WSW18x8 WSW24x8 6" 8'-3 1 4" 1. IF REQUIRED ROUGH OPENING HEIGHT EXCEEDS TABLE VALUE, SPECIFY NEXT TALLER PANEL AND TRIM AS NECESSARY. THE MAY BE TRIMMED TO A MINIMUM HEIGHT OF ". 2. FURRING DOWN GARAGE HEADER MAY BE REQUIRED FOR CORRECT ROUGH OPENING HEIGHT. H CURB REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 4 WSW DESIGNED TO PROVIDE 1 8" GAP BETWEEN LSL AT BASE OF WSW AND CONCRETE. ENSURE CONCRETE IS LEVEL AND SMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY. 1/WSW4 STRONG-WALL SINGLE-PORTAL ASSEMBLY 6 OR 7 ALTERNATE LOAD PATH DESIGN AND DETAILS ABOVE HEADER TO BE PROVIDED BY OTHERS. ALIGN PORTAL STRAP ARROWS WITH BOTTOM OF HEADER 7 8" MAXIMUM WOOD SHIM BETWEEN PANEL AND BEAM PORTAL STRAPS INCLUDED WITH WSW PANELS UNDER 100". FOR TALLER PANELS, ORDER WSW-PK SEPARATELY " MIN.WIDTH BY 9 1 4" MIN.DEPTH HEADER BY OTHERS. FOR WSW AND HEADER FURRING REQUIREMENTS, WHEN APPLICABLE, SEE DETAILS 4/WSW4 AND 5/WSW4. FIELD NAIL PORTAL STRAPS TO FRAMING AND WSW PANEL BOTH SIDES (4 TOTAL) USING 10d x 2 1 2" NAILS MIN. 1 2" PORTAL STRAP EDGE DISTANCE REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 3/WSW4 PORTAL TOP CONNECTION FIGURE 3 STRONG-WALL GARAGE FRONT DETAILS (1, 3/WSW4)

19 ESR-2652 Most Widely Accepted and Trusted Page 18 of 41 PORTAL STRAPS AND STRAP NAILING NOT SHOWN FOR CLARITY 5 1 8" 5 1 2" WIDE BY 9 1 4" MIN.DEPTH HEADER BY OTHERS WOOD FURRING BLOCK (REQUIRED FOR 5 1 8" 5 1 2" HEADERS USING STANDARD TOP CONNECTION) WOOD SHIM ATTACH WOOD FURRING BLOCK BETWEEN WSW PANEL AND WSW-TOW WITH 1 4" x 3 1 2" SDS SCREWS (MIN.) OR 16d COMMON NAILS AT 3" O.C. STAGGERED (2 ROWS FOR WSW18, 4 ROWS FOR WSW24). MINIMUM BLOCK SIZE IS 1 3 4" x " x DISTANCE BETWEEN SHIMS. ATTACH SHIM WITH 2 ROWS OF 1 4" x 3 1 2" SDS SCREWS (MIN.) OR 16d COMMON NAILS AT 6" O.C. STAGGERED. MINIMUM SHIM SIZE IS 1 3 4" x 5 1 4" x HALF OF PANEL HEIGHT. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. SECTION STANDARD TOP CONNECTION (FURRING BLOCK NOT REQUIRED FOR WSW12) SECTION ALTERNATE TOP CONNECTION (BLOCK NOT REQUIRED) 4/WSW4 FURRING FOR 5⅛ TO 5½ HEADER ATTACH WOOD FURRING BLOCKS BETWEEN PORTAL STRAPS AND HEADER WITH 2 ROWS OF 8-10d COMMON NAILS. MINIMUM SHIM SIZE IS 3 8" x 2 1 2" x 9 1 4" " WIDE BY 9 1 4" MIN. DEPTH HEADER BY OTHERS WOOD FURRING BLOCK (REQUIRED FOR 3 1 8" HEADER) PORTAL STRAPS AND STRAP NAILING NOT SHOWN FOR CLARITY REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. SECTION STANDARD TOP CONNECTION SECTION ALTERNATE TOP CONNECTION 5/WSW4 FURRING FOR 3⅛ HEADER FIGURE 3 STRONG-WALL GARAGE FRONT DETAILS (Continued) (4, 5/WSW4)

20 ESR-2652 Most Widely Accepted and Trusted Page 19 of 41 GARAGE HEADER ROUGH OPENING HEIGHT MODEL NO. H CURB ROUGH OPENING HEIGHT 6 OR 7 ALTERNATE WSW12x " 6' " WSW18x7 WSW24x7 6" 7'-0" WSW12x7.5 WSW18x7.5 0" 7'-1 1 2" WSW24x7.5 WSW12x " 8'-2 3 4" WSW18x8 WSW24x8 6" 8'-3 1 4" 1. IF REQUIRED ROUGH OPENING HEIGHT EXCEEDS TABLE VALUE, SPECIFY NEXT TALLER PANEL AND TRIM AS NECESSARY. THE MAY BE TRIMMED TO A MINIMUM HEIGHT OF ". 2. FURRING DOWN GARAGE HEADER MAY BE REQUIRED FOR CORRECT ROUGH OPENING HEIGHT. SHEAR TRANSFER DESIGN AND DETAILS BY OTHERS 6 OR 7 ALTERNATE 3 1 8" MIN. WIDTH BY 9 1 4" MIN. DEPTH HEADER BY OTHERS. FOR WSW AND HEADER FURRING REQUIREMENTS, WHEN APPLICABLE, SEE DETAILS 4/WSW4 AND 5/WSW4. WHEN WSW-PS STRAPS OMITTED, ALLOWABLE SHEAR VALUES FOR STANDARD PANEL APPLY. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. POST AND CONNECTION DETAILS BY OTHERS ROUGH OPENING HEIGHT 4 H CURB 4 GARAGE WALL OPTION 1 GARAGE WALL OPTION 2 FOR GARAGE WALL OPTION 2, REGISTERED DESIGN PROFESSIONAL SHALL DESIGN AND DETAIL FOR : 1. SHEAR TRANSFER 2. OUT-OF-PLANE LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT 3/WSW2 ALTERNATE WSW GARAGE FRONT OPTIONS FIGURE 3 STRONG-WALL GARAGE FRONT DETAILS (Continued) (3/WSW2)

21 ESR-2652 Most Widely Accepted and Trusted Page 20 of 41 6 OR 7 ALTERNATE NOTES: 1. 1 ST STORY WSW MUST BE THE SAME WIDTH AS THE 2 ND STORY WSW. 3 h 3 h4 2. JOIST AND SHEATHING MAY BE ATTACHED TO WSW WITH JOIST HANGER AND LEDGER. LOAD TRANSFER IS THE RESPONSIBILITY OF THE DESIGN PROFESSIONAL OF RECORD. 3. WSW MULTI-STORY KIT (MSK) INCLUDES MSK BEARING BLOCK AND MSK HOLDOWN. MSK BEARING BLOCK MSK HOLDOWN h 2 LEGEND: h 1 = 1 ST STORY WSW HEIGHT; TOP OF CONCRETE TO UNDERSIDE OF 1 ST STORY TOP PLATES (IN.) h 1 h 2 = TOTAL ASSEMBLY HEIGHT; TOP OF CONCRETE TO UNDERSIDE OF 2 ND STORY TOP PLATES (IN.) h 3 = h 4-2" = 2 ND STORY WSW HEIGHT; TOP OF BEARING BLOCK TO BOTTOM OF 2 ND STORY TOP PLATES (IN.) h 4 = TOP OF 1 ST STORY TOP PLATES TO UNDERSIDE OF 2 ND STORY TOP PLATES (IN.) 4 OR 5 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 2/WSW3 TWO-STORY STACKED ELEVATION FIGURE 4 STRONG-WALL TWO-STORY STACKED DETAILS (2/WSW3)

22 ESR-2652 Most Widely Accepted and Trusted Page 21 of 41 FOR 2X6 AND WIDER WALL FRAMING, CUT SLOTS IN TOP PLATES TO ALLOW MSK HOLDOWN TO PASS THROUGH. DO NOT NOTCH DOUBLE TOP PLATE. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. PLAN VIEW 6x FRAMING 2ND STORY PLACE 2ND STORY WSW OVER THE MSK HOLDOWN BOLT AND SECURE WITH HEX NUTS (PROVIDED). SNUG TIGHT FIT REQUIRED; DO NOT USE AN IMPACT WRENCH. USE " WRENCH FOR 7 8" NUT USE 1 1 2" WRENCH FOR 1" NUT 6 OR 7 ALTERNATE MSK BEARING BLOCK HEX NUT AND STRUCTURAL WASHER ATTACH MSK HOLDOWN TO FIRST STORY WSW PANEL USING 10d x 2 1 2" NAILS MIN. 1ST STORY SECTION 4x FRAMING: SEE 6 & 7/WSW2 FOR CONNECTION DETAILS SECTION 6x FRAMING: SEE 7/WSW2 FOR CONNECTION DETAILS 3/WSW3 TWO-STORY STACKED INSTALLATION FIGURE 4 STRONG-WALL TWO-STORY STACKED DETAILS (Continued) (3/WSW3)

23 ESR-2652 Most Widely Accepted and Trusted Page 22 of 41 EDGE DRILL ZONE MIDDLE 1 3 OF PANEL THICKNESS HOLES MAX. THREE HOLES IN FACE AND THREE IN EDGE. 3 4"-DIAMETER HOLES, MAX. 6" O.C., MIN. NO EDGE HOLES ALLOWED IN LOWER 26" OF PANEL NO HOLES ALLOWED IN TOP 8" OF PANEL FACE DRILL ZONE MAINTAIN 1 1 2" MIN. EDGE DISTANCE FROM CHASE AND OUTSIDE EDGE, TYPICAL. NO FACE HOLES ALLOWED IN LOWER 40" OF PANEL NO HOLES ALLOWED IN TOP 8" OF PANEL FACE DRILL ZONE CENTER 4 5 8" OF PANEL FACE AS SHOWN 12" ABOVE EXISTING HOLE, MIN. 16" " HOLES 4 5 8"-DIAMETER HOLES, MAX. MAX. OF TWO 4 5 8"- DIAMETER HOLES OR ONE 4 1 4" x 12" HOLE NO MIN. ON-CENTER SPACING REQUIRED HOLES FOR WSW24X7 PANEL ONLY MAX. OF ONE 4 5 8" x 6" HOLE 8" FROM TOP OF PANEL, MIN. ALLOWABLE SMALL HOLES FACE AND EDGE DRILL ZONES ALLOWABLE LARGE HOLES IN ADDITION TO ALLOWABLE SMALL HOLES 10/WSW2 TRIM ZONES AND ALLOWABLE HOLES FIGURE 5 STRONG-WALL HOLE PLACEMENT DETAILS (10/WSW2)

24 ESR-2652 Most Widely Accepted and Trusted Page 23 of " H WSW-AB SHEAR REINFORCEMENT PER 5/WSW1 WHEN REQUIRED " H WSW-AB MINIMUM CURB/STEMWALL WIDTH PER 5/WSW1. SHEAR REINFORCEMENT PER 5/WSW1 WHEN REQUIRED. d e d e 5" MIN. FOR WSW-AB7/8 6" MIN FOR WSW-AB1 5" MIN. FOR WSW-AB7/8 6" MIN FOR WSW-AB1 1/2 W 1/2 W W 1/2 W 1/2 W W SLAB ON GRADE FOUNDATION CURB OR STEMWALL FOUNDATION " REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. WSW-AB " H WSW-AB MINIMUM CURB/STEMWALL WIDTH PER 5/WSW1. SHEAR REINFORCEMENT PER 5/WSW1 WHEN REQUIRED. d e d e 5" MIN. FOR WSW-AB7/8 6" MIN FOR WSW-AB1 5" MIN. FOR WSW-AB7/8 6" MIN FOR WSW-AB1 1/2 W 1/2 W W 1/2 W 1/2 W W INTERIOR FOUNDATION BRICK LEDGE FOUNDATION NOTES: 1. SEE 2/WSW1 FOR DIMENSIONS AND ADDITIONAL NOTES. 2. SEE 5/WSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. 3. MAXIMUM H = l e - d e. SEE 3/WSW1 AND 4/WSW1 FOR l e. 1/WSW1 STRONG-WALL ANCHORAGE TYPICAL SECTIONS FIGURE 6 STRONG-WALL ANCHORAGE DETAILS (1/WSW1)

25 ESR-2652 Most Widely Accepted and Trusted Page 24 of 41 SIMPSON STRONG-WALL SLAB OR CURB AND SURROUNDING FOUNDATION NOT SHOWN FOR CLARITY 1 2 W W 1 2 W WSW-AB 1 2 W 1 2 W SEE TABLE BELOW FOR DIMENSIONS FOUNDATION PLAN VIEW WSW ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH WSW-AB7/8 ANCHOR BOLT ASD ALLOWABLE W (in.) d e (in.) TENSION (lb.) WSW-AB1 ANCHOR BOLT ASD ALLOWABLE W (in.) TENSION (lb.) d e (in.) SEISMIC CRACKED UNCRACKED STANDARD HIGH STRENGTH STANDARD HIGH STRENGTH 11, , , , , , , , , , , , , , , , , , STANDARD 8, , , , CRACKED 15, , HIGH STRENGTH 18, , , , WIND 27, , , , STANDARD 9, , , , UNCRACKED 15, , HIGH STRENGTH 19, , , , , , NOTES: 1. ANCHORAGE DESIGNS CONFORM TO ACI APPENDIX D AND ACI WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSW-AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C - F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI SECTION D AND ACI SECTION WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. REFER TO 1/WSW1 FOR d e. 2/WSW1 STRONG-WALL TENSION ANCHORAGE SCHEDULE FIGURE 6 STRONG-WALL ANCHORAGE DETAILS (Continued) (2/WSW1)

26 ESR-2652 Most Widely Accepted and Trusted Page 25 of 41 WSW ANCHORAGE SOLUTIONS FOR 3000 PSI CONCRETE DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH WSW-AB7/8 ANCHOR BOLT ASD ALLOWABLE W (in.) d e (in.) TENSION (lb.) WSW-AB1 ANCHOR BOLT ASD ALLOWABLE W (in.) d e (in.) TENSION (lb.) SEISMIC CRACKED UNCRACKED STANDARD HIGH STRENGTH STANDARD HIGH STRENGTH 12, , , , , , , , , , , , , , , , , , STANDARD 8, , , , CRACKED 15, , HIGH STRENGTH 19, , , , WIND 27, , , , STANDARD 8, , , , UNCRACKED 16, , HIGH STRENGTH 19, , , , , , WSW ANCHORAGE SOLUTIONS FOR 4500 PSI CONCRETE DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH WSW-AB7/8 ANCHOR BOLT ASD ALLOWABLE W (in.) d e (in.) TENSION (lb.) WSW-AB1 ANCHOR BOLT ASD ALLOWABLE W (in.) d e (in.) TENSION (lb.) SEISMIC CRACKED UNCRACKED STANDARD HIGH STRENGTH STANDARD HIGH STRENGTH 12, , , , , , , , , , , , , , , , , , STANDARD 8, , , , CRACKED 15, , HIGH STRENGTH 19, , , , WIND 27, , , , STANDARD 9, , , , UNCRACKED 16, , HIGH STRENGTH 20, , , , , , NOTES: 1. ANCHORAGE DESIGNS CONFORM TO ACI APPENDIX D AND ACI WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSW-AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C - F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI SECTION D AND ACI SECTION WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. REFER TO 1/WSW1 FOR d e. 2/WSW1 STRONG-WALL TENSION ANCHORAGE SCHEDULE FIGURE 6 STRONG-WALL ANCHORAGE DETAILS (Continued) (2/WSW1)

27 ESR-2652 Most Widely Accepted and Trusted Page 26 of 41 L MIN h L t 4" MIN 3" 3" #3 HAIRPIN, GRADE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. OVERLAP VARIES WITH BOLT SPACING. ANCHOR BOLT HAIRPIN SHEAR REINFORCEMENT #3 TIE, GRADE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. ANCHOR BOLT TIE SHEAR REINFORCEMENT ANCHOR BOLT A #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED 1 1 2" CLR 1 1 2" CLR QUANTITY. ANCHOR BOLT #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. A HAIRPIN INSTALLATION (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) SECTION A-A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. MODEL L t OR Lh (in.) SHEAR ANCHORAGE SHEAR REINFORCEMENT SEISMIC 3 WIND 4 MINIMUM CURB/ STEMWALL WIDTH (in.) SHEAR REINFORCEMENT MINIMUM CURB/ STEMWALL WIDTH (in.) ASD ALLOWABLE SHEAR LOAD, V (lb.) 6 UNCRACKED CRACKED WSW (1) #3 HAIRPIN 8 5 SEE NOTE WSW18 WSW (1) #3 HAIRPIN (2) #3 HAIRPINS (1) #3 HAIRPIN (1) #3 HAIRPIN 6 6 HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEAR LOAD OF THE WSW NOTES: 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI AND ACI AND ASSUME MINIMUM 2,500 PSI CONCRETE. 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS. 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. WHERE NOTED, MINIMUM CURB/STEMWALL WIDTH IS 6 INCHES WHEN STANDARD STRENGTH ANCHOR BOLT IS USED. 6. USE (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. 5/WSW1 STRONG-WALL SHEAR ANCHORAGE FIGURE 6 STRONG-WALL ANCHORAGE DETAILS (Continued) (5/WSW1)

28 ESR-2652 Most Widely Accepted and Trusted Page 27 of PLACE ANCHOR REINFORCEMENT WHERE INDICATED BASED ON REQUIRED QUANTITY (EX. 2 TIES REQUIRED: PLACE AT LOCATIONS MARKED 1 AND 2) PLACE ANCHOR REINFORCEMENT WHERE INDICATED BASED ON REQUIRED QUANTITY (EX. 2 TIES REQUIRED: PLACE AT LOCATIONS MARKED 1 AND 2) WSW-AB1 WSW-AB1HS SHEAR REINFORCEMENT PER 5/WSW1 WHEN REQUIRED WSW-7/8AB WSW-7/8ABHS SHEAR REINFORCEMENT PER 5/WSW1 WHEN REQUIRED CONTINUOUS GRADE BEAM TOP AND BOTTOM REINFORCEMENT BY REGISTERED DESIGN PROFESSIONAL CONTINUOUS GRADE BEAM TOP AND BOTTOM REINFORCEMENT BY REGISTERED DESIGN PROFESSIONAL 5" MAX 5" MAX GRADE BEAM SHEAR TIE REINFORCEMENT BY REGISTERED DESIGN PROFESSIONAL GRADE BEAM SHEAR TIE REINFORCEMENT BY REGISTERED DESIGN PROFESSIONAL EQ.EQ.EQ. 3 WSW1.1 10" MAX EQ.EQ.EQ. 10" MAX 4 WSW1.1 CLOSED TIE ANCHOR REINFORCEMENT PER TABLE GRADE BEAM ELEVATION AT 24" WALL MODELS 1-WSW1.1 3 WSW1.1 7" MAX 7" MAX EQUAL SPACING 4 WSW1.1 CLOSED TIE ANCHOR REINFORCEMENT PER TABLE GRADE BEAM ELEVATION AT 12" AND 18" WALL MODELS 2-WSW1.1 NOTE: ANCHOR REINFORCEMENT IS FOR ANCHORAGE ONLY. GRADE BEAM DESIGN (SIZE AND REINFORCEMENT) BY REGISTERED DESIGN PROFESSIONAL. WSW-AB SHEAR REINFORCEMENT PER 5/WSW1 WHEN REQUIRED OPTIONAL COLD JOINT OPTIONAL COLD JOINT D 16" ± 1 2" ANCHOR REIN. NOTE: MINIMUM DISTANCES FROM THE ANCHOR BOLT PLATE WASHER TO TOP AND BOTTOM OF CLOSED TIE REINFORCEMENT ARE 13" AND 5" RESPECTIVELY. 10" W CLOSED TIE ANCHOR REINFORCEMENT PER TABLE. REQUIRED 10" WIDTH MAY DIFFER FROM GRADE BEAM SHEAR TIE REINFORCEMENT WIDTH THAT IS DESIGNED BY REGISTERED DESIGN PROFESSIONAL. LOCATE CONTINUOUS BAR AT EACH CORNER OF ANCHOR REINFORCEMENT CONTINUOUS GRADE BEAM TOP AND BOTTOM REINFORCEMENT BY REGISTERED DESIGN PROFESSIONAL DIMENSIONING NOTES: D: DEPTH BY REGISTERED DESIGN PROFESSIONAL (24" MIN). W: WIDTH BY REGISTERED DESIGN PROFESSIONAL (18" MIN). GRADE BEAM SECTION AT ANCHOR REINFORCEMENT 3-WSW1.1 D GRADE BEAM SHEAR TIE REINFORCEMENT BY REGISTERED DESIGN PROFESSIONAL CONTINUOUS GRADE BEAM TOP AND BOTTOM REINFORCEMENT BY REGISTERED DESIGN PROFESSIONAL DIMENSIONING NOTES: D: DEPTH BY REGISTERED DESIGN PROFESSIONAL (24" MIN). W: WIDTH BY REGISTERED DESIGN PROFESSIONAL (18" MIN). GRADE BEAM SECTION AWAY FROM ANCHOR REINFORCEMENT 4-WSW1.1 WSW GRADE BEAM ANCHOR REINFORCEMENT STRONG-WALL WIDTH (in.) ANCHOR MODEL NO. ANCHOR DIAMETER (in.) STANDARD STRENGTH WSW-AB ANCHOR REINFORCEMENT FOR WIND AND SEISMIC 3,8,9 HIGH STRENGTH (HS) WSW-AB AMPLIFIED LRFD APPLIED DESIGN SEISMIC MOMENT (ft.-lbs.) 4,5,6,7 STANDARD STRENGTH WSW-AB HIGH STRENGTH (HS) WSW-AB 12" MODEL 24,700 24,700 WSW-AB7/ /8 4- #4 CLOSED TIES PER WSW #4 CLOSED TIES PER WSW1.1 WSW-AB7/8HS 18" MODEL 44,100 50,600 24" MODEL WSW-AB1 WSW-AB1HS #4 CLOSED TIES PER WSW #4 CLOSED TIES PER WSW1.1 75,600 93,600 NOTES: 1. ANCHOR REINFORCEMENT CONFORMS TO ACI SECTION AND ACI SECTION D FULL-SCALE TESTING WAS USED TO VALIDATE ANCHOR REINFORCEMENT CONFIGURATION AND PLACEMENT. 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH, f'c = 2500 psi. 3. CLOSED TIE ANCHOR REINFORCEMENT TO BE ASTM A615 GRADE 60 (MIN) #4 REBAR. 4. GRADE BEAM LONGITUDINAL AND TIE REINFORCEMENT SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL FOR FLEXURE AND SHEAR LOADING. DESIGN SHOULD CONSIDER PROJECT SPECIFIC DESIGN LOADS AND ALLOWABLE SOIL PRESSURE. 5. SIMPSON STRONG-TIE RECOMMENDS USING THE TABULATED MINIMUM AMPLIFIED LRFD APPLIED SEISMIC DESIGN MOMENT TO ENSURE GRADE BEAM DESIGN FLEXURE AND SHEAR STRENGTH IS ADEQUATE TO PREVENT PLASTIC HINGE FORMATION UNDER DEMANDS ASSOCIATED WITH ANCHORAGE FORCES CORRESPONDING TO ACI SECTION AND ACI SECTION D DESIGNER MAY USE REDUCED MOMENT DUE TO APPLIED WSW LATERAL LOAD. MINIMUM MOMENT SHALL BE THE LESSER OF THE TABULATED MOMENT OR THE AMPLIFIED LRFD DESIGN MOMENT FOR SEISMIC: (ASD DESIGN DEMAND SHEAR/0.7) x Ωo x WSW WALL HEIGHT FOR GRADE BEAM DESIGN. 7. MINIMUM GRADE BEAM DESIGN MOMENT FOR WIND AND SEISMIC IN SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C: (ASD DESIGN DEMAND SHEAR/0.6) x WSW WALL HEIGHT. 8. CLOSED TIE MAY BE SINGLE PIECE HOOP OR TWO PIECE ASSEMBLY WITH A U-STIRRUP WITH STANDARD 135 DEGREE HOOKS AND A TOP CROSS TIE CAP. SEE DETAIL 6/WSW SEE DETAILS FOR GRADE BEAM ANCHOR REINFORCEMENT PLACEMENT, INSTALLATION AND SPACING REQUIREMENTS. CLOSED TIE ANCHOR REINFORCEMENT QUANTITY IS PER WALL FOR THE 12" AND 18" WALL MODELS, AND PER ANCHOR FOR THE 24" MODEL. WSW-AB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS 5-WSW1.1 1, 2, 3, 4, 5/WSW1.1 WSW-AB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS FIGURE 6 STRONG-WALL ANCHORAGE DETAILS (Continued) (1, 2, 3, 4, 5/WSW1.1)

29 ESR-2652 Most Widely Accepted and Trusted Page 28 of 41 TOP CROSSTIE CAP STANDARD 90 DEGREE HOOK STANDARD 135 DEGREE HOOK CONSECUTIVELY PLACED CROSSTIES MUST ALTERNATE PLACEMENT OF 90 DEGREE HOOK H U-STIRRUP 10" 10" #4 SINGLE PIECE HOOP #4 TWO PIECE ASSEMBLY DIMENSIONING NOTES: H: HEIGHT OF ANCHOR REINFORCEMENT ASSEMBLY BY REGISTERED DESIGN PROFESSIONAL, SEE DETAIL 3-WSW1.1 FOR MINIMUM REQUIREMENTS CLOSED TIE ANCHOR REINFORCEMENT 6-WSW1.1 DIAMETER WSW-HSR_KT WSW-HSR AND WSW-AB ASSEMBLY LENGTH 1 24 HX " " 1 36 HS HS ON HIGH STRENGTH MODELS LENGTH " l e HX ON EXTENSION KIT TOP OF CONCRETE HEAVY HEX NUT FIXED IN PLACE ON ALL WSW ANCHOR BOLTS TOP OF CONCRETE WSW-HSR CUT TO LENGTH AS NECESSARY LENGTH l e HEAVY HEX NUT FIXED IN PLACE ON ALL WSW-AB ANCHOR BOLTS 7/8" OR 1" HIGH STRENGTH ROD ASSEMBLY l e = WSW-AB l e + WSW-HSR l e " HIGH STRENGTH COUPLER NUT HEAVY HEX NUT PLATE WASHER WSW-AB HEAVY HEX NUT HIGH STRENGTH COUPLER NUT WSW PANEL MODEL MODEL NO. DIAMETER LENGTH le WSW-AB7/8x24 7/8" 24" 20" WSW12 AND WSW18 WSW-AB7/8x24HS 7/8" 24" 20" WSW-AB7/8x30 7/8" 30" 26" WSW-AB7/8x30HS 7/8" 30" 26" WSW24 WSW-AB7/8x36HS 7/8" 36" 32" WSW-AB1x24 1" 24" 20" WSW-AB1x24HS 1" 24" 20" WSW-AB1x30 1" 30" 26" WSW-AB1x30HS 1" 30" 26" WSW-AB1x36HS 1" 36" 32" WSW PANEL MODEL WSW12 AND SW18 WSW24 MODEL NO. DIAMETER LENGTH le WSW-HSR7/8-2KT 7/8" 24" 22" WSW-HSR7/8-3KT 7/8" 36" 34" WSW-HSR1-2KT 1" 24" 22" WSW-HSR1-3KT 1" 36" 34" WSW ANCHOR BOLT 3-WSW1 WSW ANCHOR BOLT EXTENSION 4-WSW1 FIGURE 6 STRONG-WALL ANCHORAGE DETAILS (Continued) (3, 4/WSW1, 6/WSW1.1)

30 ESR-2652 Most Widely Accepted and Trusted Page 29 of 41 APPENDIX A Tables A1-A8 and Figures A1-A4 contained in the following appendix apply specifically to the Strong-Wall SB wall (). Figure 5, which illustrates allowable hole zones, and Figure 6, which provides anchorage solutions, contained with the primary segment of this evaluation report, apply to both the Strong-Wall Wood wall (WSW) and. Further, all anchorage solutions defined for the WSW shall also apply to the, and the -AB anchor may be used interchangably with the WSW-AB. All other content in the body of the report applies to the WSW and/or as noted. SB SHEARWALL TABLES TABLE A1 SB DESCRIPTION, SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS (ASD) 1,2,3,4 Model No. Nominal Width (in) Height (in) (lbs) Seismic (SDC C-E) (in) Hold-down Uplift at (lbs) (lbs) Wind (SDC A-B) (in) Hold-down Uplift at (lbs) Panel Weight (lbs) 24x , ,800 5, , x , , x , ,185 2, , x , ,415 4, , x , , x , ,770 2, , x , ,280 4, , x , , x , ,890 1, , x , ,185 3, , x , , x , ,580 1, , x , ,145 3, , x , , x , ,995 1, , x , ,710 2, , x , ,185 1, , x , ,415 2, , x , , x , ,415 1, , x , , x , ,415 1, , For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1 Loads shown are the maximum allowable load based on AC130 tests. For allowable loads with various support conditions, see Table A2. 2 Hold-down uplift at allowable shear is based on a moment arm of inches, inches and inches for 12-inch, 18-inch and 24-inch-wide panels respectively. In-plane shear must also be considered in hold-down anchor design. Values shown in the Table are at allowable stress design level resistance. No increase for duration of load is allowed. 3 To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, interpolate between nearest heights. Determine the hold-down uplift value in accordance with Section of this report. 4 All 's taller than 18 feet require a 2x6 minimum full-length stud attached to the 3.5 inches edges of the panel. Attach studs to with 10d nails at 16" on-center spacing.

31 ESR-2652 Most Widely Accepted and Trusted Page 30 of 41 TABLE A2 SB ALLOWABLE SHEAR LOADS (ASD) FOR DIRECT ATTACHMENT TO CONCRETE FOUNDATIONS OR FOOTINGS 1,2,3,4,5,6,7 2,500 psi Concrete Strength 2,500 psi Concrete Strength w/bearing Plate 9 3,000 psi Concrete Strength Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B) Model No. Axial Compression Load 8 (lbs) (lbs) (in) (lbs) (in) (lbs) (in) (lbs) (in) (lbs) (in) (lbs) (in) 4,000 5, , , , , , x7 6,000 5, , , , , , ,000 5, , , , , , x8 4, , , , , , , ,000 2, , , , , , x8 4,000 2, , , , , , ,000 2, , , , , , ,000 1, , , , , , , , , , , , ,000 4, , , , , , x8 4,000 4, , , , , , ,000 4, , , , , , ,000 4, , , , , , x9 4, , , , , , , ,000 1, , , , , , x9 2,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , , , , , , , ,000 3, , , , , , x9 4,000 3, , , , , , ,000 3, , , , , , ,000 3, , , , , , x10 4, , , , , , , ,000 1, , , , , , x10 2,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , , , , , , , ,000 3, , , , , , x10 4,000 3, , , , , , ,000 3, , , , , , ,000 3, , , , , , x11 4, , , , , , , ,000 1, , , , , , x11 2,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , ,000 3, , , , , , x11 4,000 3, , , , , , ,000 3, , , , , , ,000 3, , , , , , x12 4, , , , , , , ,000 1, , , , , , x12 4,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , ,000 2, , , , , , x12 6,000 2, , , , , , ,000 2, , , , , , ,000 1, , , , , , x13 2,000 1, , , , , , ,010 1, , , , , ,

32 ESR-2652 Most Widely Accepted and Trusted Page 31 of 41 TABLE A2 SB ALLOWABLE SHEAR LOADS (ASD) FOR DIRECT ATTACHMENT TO CONCRETE FOUNDATIONS OR FOOTINGS 1,2,3,4,5,6,7 (Continued) 2,500 psi Concrete Strength 2,500 psi Concrete Strength w/bearing Plate 9 3,000 psi Concrete Strength Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B) Model No. Axial Compression Load 8 (lbs) (lbs) (in) (lbs) (in) (lbs) (in) (lbs) (in) (lbs) (in) (lbs) (in) 2,000 2, , , , , , x13 4,000 2, , , , , , ,850 2, , , , , , x14 3,010 1, , , , , , x14 4,850 2, , , , , , x16 3, x16 4,850 1, , , , , , x18 3, x18 4,850 1, , , , , , x20 3, x20 4,850 1, , , , , , For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1 Table values assume foundation and anchorage solutions shown in Figure 6. 2 Values shown in the table are at allowable stress design level resistance. No increase for duration of load is allowed. 3 To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, straight line interpolate between nearest heights. 4 To calculate allowable shear loads and drifts for panels with an axial load between those listed, straight line interpolation of values is allowed. 5 Axial Loads and Loads are assumed to act in combination with each other. 6 All 's taller than 18' require a 2x6 minimum full-length stud attached to the 3.5-inch edges of the panel. Attach studs to with 10d nails at 16 inch on-center spacing. 7 Hold-down uplift at allowable shear is based on a moment arm of inches, inches and inches for 12-inch, 18-inch and 24-inch s respectively. In-plane shear must also be considered in hold-down anchor design. 8 Half of the applied axial load is assumed to be supported by each hold down device. 9 See Section for bearing plate details.

33 ESR-2652 Most Widely Accepted and Trusted Page 32 of 41 TABLE A3 SB DESCRIPTION, SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS (ASD) FOR PORTAL ASSEMBLIES 1,2,3 Model No. Nominal Width (in) Height (in) (lbs) Seismic (SDC C-E) (in) Hold-down Uplift at (lbs) (lbs) Wind (SDC A-B) (in) Hold-down Uplift at (lbs) 12x , ,805 3, ,775 18x , ,495 6, ,845 24x , ,800 10, ,000 12x , ,920 2, ,905 Double Portal 18x , ,215 5, ,615 12x , ,915 2, ,905 18x , ,840 5, ,325 24x , ,415 9, ,560 12x , ,570 1, ,780 18x , ,770 4, ,105 24x , ,280 8, ,405 12x , ,335 1, ,270 18x , ,495 3, ,845 24x , ,800 5, ,000 12x , ,450 1, ,390 Single Portal 18x , ,870 2, ,245 12x , ,445 1, ,390 18x , ,120 2, ,530 24x , ,415 4, ,560 12x , ,780 18x , ,770 2, ,105 24x , ,280 4, ,405 For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1 Loads shown are the maximum allowable capacity based on AC130 tests. For allowable loads with various support conditions, see Table A4. 2 Hold-down uplift at allowable shear is based on a moment arm of inches, inches and inches for 12-inch, 18-inch and 24-inch panels respectively, reduced by a factor of 0.8 and 0.9 for 12-inch and 18-inch panels inches or less in height, respectively. In-plane shear must also be considered in hold-down anchor design. Values shown in the Table are at allowable stress design level resistance. No increase for duration of load is allowed. 3 Panels may be trimmed to a minimum height of 74½ inches. For panels trimmed to a height less than 78 inches, use allowable shear values shown for 78 inches height. To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, interpolate between nearest heights or use the allowable load of the taller. Determine the hold-down uplift value in accordance with Section of this report.

34 ESR-2652 Most Widely Accepted and Trusted Page 33 of 41 TABLE A4 SB ALLOWABLE SHEAR LOADS (ASD) FOR PORTAL APPLICATIONS DIRECTLY ATTACHED TO CONCRETE FOUNDATIONS OR FOOTINGS 1,2,3,4,5,6 Double Portals Single Portals Model No. 12x7 18x7 24x7 12x7.5 18x7.5 12x8 18x8 24x8 12x9 18x9 24x9 12x7 18x7 24x7 12x7.5 18x7.5 Axial Compression Load 7 (lbs) 2,500 psi Concrete Strength Seismic (SDC C-E) (lbs) (in) Wind (SDC A-B) (lbs) (in) 2,500 psi Concrete Strength w/bearing Plate 8 Seismic (SDC C-E) (lbs) (in) Wind (SDC A-B) (lbs) (in) 3,000 psi Concrete Strength Seismic (SDC C-E) (lbs) (in) Wind (SDC A-B) (lbs) (in) 6,000 2, , , , , , ,000 2, , , , , , , , , , , , ,000 5, , , , , , ,000 5, , , , , , ,000 5, , , , , , ,000 5, , , , , , ,000 10, , , , , , ,000 2, , , , , , ,000 2, , , , , , , , , , , , ,000 5, , , , , , ,000 5, , , , , , ,000 5, , , , , , ,000 4, , , , , , ,000 2, , , , , , ,000 2, , , , , , , , , , , , ,000 5, , , , , , ,000 5, , , , , , ,000 4, , , , , , ,000 4, , , , , , ,000 8, , , , , , ,000 8, , , , , , ,000 8, , , , , , ,000 8, , , , , , ,000 1, , , , , , ,000 1, , , , , , , , , , , , ,000 3, , , , , , ,000 3, , , , , , ,000 3, , , , , , ,000 3, , , , , , ,000 7, , , , , , ,000 7, , , , , , ,000 7, , , , , , ,000 7, , , , , , ,000 1, , , , , , , , , , , , ,000 2, , , , , , ,000 2, , , , , , ,000 2, , , , , , ,000 2, , , , , , ,000 5, , , , , , ,000 5, , , , , , ,000 5, , , , , , ,000 1, , , , , , , , , , , , ,000 2, , , , , , ,000 2, , , , , , ,000 2, , , , , , ,000 2, , , , , ,

35 ESR-2652 Most Widely Accepted and Trusted Page 34 of 41 TABLE A4 SB ALLOWABLE SHEAR LOADS (ASD) FOR PORTAL APPLICATIONS DIRECTLY ATTACHED TO CONCRETE FOUNDATIONS OR FOOTINGS 1,2,3,4,5,6 (Continued) Model No. Axial Compression Load 7 (lbs) (lbs) 2,500 psi Concrete Strength Seismic (SDC C-E) (in) Wind (SDC A-B) (lbs) (in) 2,500 psi Concrete Strength w/bearing Plate 8 (lbs) Seismic (SDC C-E) (in) Wind (SDC A-B) (lbs) (in) 3,000 psi Concrete Strength Seismic (SDC C-E) (lbs) (in) Wind (SDC A-B) (lbs) (in) 12x8 18x8 8,000 1, , , , , , , , , , , , ,000 2, , , , , , ,000 2, , , , , , ,000 2, , , , , , ,000 2, , , , , , , , , , , , Single Portals 24x8 12x9 2,000 4, , , , , , ,000 4, , , , , , ,000 4, , , , , , ,000 4, , , , , , , , , , , , , x9 24x9 2,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , ,000 1, , , , , , , , , , , , ,000 3, , , , , , ,000 3, , , , , , ,000 3, , , , , , ,000 3, , , , , , For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1 Table values assume foundation and anchorage solutions shown in Figure 6. 2 Hold-down uplift at allowable shear is based on a moment arm of inches, inches and inches for 12-inch, 18-inch and 24-inch panels respectively. Calculated uplifts can be reduced by a factor of 0.8 and 0.9 for 12-inch and 18-inch panels 93.25", or less in height, respectively. In-plane shear must also be considered in hold-down anchor design. Values shown in the table are at allowable stress design level resistance. No increase for duration of load is allowed. 3 Panels may be trimmed to a minimum height of 74½ inches. For panels trimmed to a height less than 78 inches, use allowable shear values shown for 78 inches height. To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, interpolate between nearest heights or use the allowable load of the taller. Determine the hold-down uplift value in accordance with Section of this report. 4 To calculate allowable shear loads and drifts for a panel with an axial load between those listed, interpolation of values is allowed. Interpolate between nearest axial loads. 5 Axial Loads and Loads are assumed to act in combination with each other. 6 Portal application must be connected directly to a concrete foundation or footing. 7 Axial load can be a point load applied at any point on the top of the panel. 8 See Section for bearing plate details.

36 ESR-2652 Most Widely Accepted and Trusted Page 35 of 41 TABLE A5 SB DESCRIPTION, SIZES AND ALLOWABLE SHEAR LOADS (ASD) FOR A STANDARD PANEL IN 2 ND FLOOR, STACKED APPLICATIONS WITH MULTISTORY KIT 1,2,3,4 Seismic (SDC C-E) Wind (SDC A-B) Model No. Nominal Width (in) Height (in) Axial Compression Load 5 (lbs) 6 (lbs) (in.) 6 (lbs) (in.) 12x /4 2, x /4 2,000 1, , x /4 2,000 2, , x /4 2,000 1, , x /4 2,000 1, , x /4 2,000 1, , x /4 2,000 1, , x /4 2, , x /4 2,000 1, , For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1 Values shown in the Table are at allowable stress design level resistance. No increase for duration of load is allowed. 2 To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, interpolate between nearest heights. 3 Axial Loads and Loads are assumed to act in combination with each other. 4 A multistory kit (MSK) is required for attachment to 1st story. See Figure 4 5 Half of the applied axial load is assumed to be supported at each hold down device. 6 shear at the top of the second floor panel. TABLE A6 SB DESCRIPTION, SIZES AND ALLOWABLE SHEAR LOADS (ASD) FOR A STANDARD PANEL IN 1 ST FLOOR, STACKED APPLICATIONS WITH MULTISTORY KIT 1,2,3,4,5,6, Seismic (SDC C-E) Wind (SDC A-B) Model No. Nominal Width (in) Height (in) K x 10 9 (lb-in 2 ) Axial Compression Load (7) (lbs) 8 (lbs) 8 (lbs) 18x / ,000 2,215 2,435 24x / ,000 4,435 4,880 18x / ,000 1,905 2,090 24x / ,000 3,905 4,295 18x / ,000 1,725 1,895 24x / ,000 3,325 3,660 18x / ,000 1,530 1,685 24x / ,000 3,010 3,315 18x / ,000 1,340 1,475 24x / ,000 2,695 2,965 For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1 Values shown in the Table are at allowable stress design level resistance. No increase for duration of load is allowed. 2 To calculate allowable shear loads and drifts forpanels trimmed to heights between those listed, interpolate between nearest heights. 3 Axial Loads and Loads are assumed to act in combination with each other. 4 The 1 st story must be the same width or wider than the 2 nd story. 5 Maximum Axial Load = 2 nd story axial load (2,000) + 1 st story axial load (4,000) = 6,000 lbs. 6 Drift of the first story panel must comply with code drift limits. To calculate the drift at of the 1 st story at allowable stress design levels, use = h1 2 /K (3V2h3 + 2Vbaseh1), where: = drift of 1 st story (inches) h1 = Height of 1 st story (inches) h3 = Height of 2 nd story (inches) V2 = Applied shear load on 2 nd story (lbs) Vbase = Sum of the applied shear loads on 1 st and 2 nd story s (lbs) K (1 st story brace) = from table above (lb-in 2 ) See Figure 4 for illustrations. 7 Half of the applied axial load is assumed to be supported by each hold down device. 8 Total allowable shear at the top of the first floor panel. General Notes 1. capacities shown are for individual panels only. To resist forces at both 1 st and 2 nd floors in a two-story application, check the shear at each story against the maximum capacity for EACH panel. 2. Anchorage shall be per Figure 6, unless superseded by the design professional of record. 3. The Hold-down uplift force for stacked applications shall be taken as the base overturning moment, OM, divided by the moment arm in accordance with Section of this report. 4. The maximum base overturning moment, OM, may not exceed the following: Maximum Allowed Base Overturning Moment (in-lbs) Concrete Strength 1st Story Panel Width Total Axial Load (lbs) Seismic (SDC C-E) 2,500 psi Wind (SDC A-B) Seismic (SDC C-E) 2,500 psi w/ bearing plate 1 Wind (SDC A-B) Seismic (SDC C-E) 3,000 psi Wind (SDC A-B) OM = (V2h2) + (V1h1) 0 216, , , , , ,740 V1 = Applied shear load on 1 st story (lbs) 18" 2, , , , , , ,555 V2 = Applied shear load on 2 nd story (lbs) 4, , , , , , ,995 h1 = Height of 1 st story (inches) 6, , , , , , ,430 h2 = Height of total 1st and 2nd story assembly (inches) 0 413, , , , , ,015 24" 2, , , , , , ,015 4, , , , , , ,015 6, , , , , , ,015 1 See Section for bearing plate details.

37 ESR-2652 Most Widely Accepted and Trusted Page 36 of 41 TABLE A7 SB ALLOWABLE OUT-OF-PLANE LATERAL LOADS (psf) 1,2,3,4,5,6 Panel Width Panel Height (in) 7' 7.5' 8' 9' 10' 11' 12' 13' 16' 20' 12" Attached to Double Top Plate 18" " Attached to Header 6 For SI: 1 psf = 48 N/m2; 1 foot = m. 12" " " Maximum allowable wall deflection is limited to L/240 where L is the wall height. 2 The applied out-of-plane lateral loads in the table can be applied in combination with the allowable compressive axial load. 3 The allowable loads in the table include consideration of the attachment between the and the surrounding construction using the attachment methods detailed in this report. 4 No increase for duration of load is allowed. 5 The maximum allowable axial load is per Tables A1 to A6. 6 For header depths of 14 inches or less, no reduction factor is required. Use a load reduction factor of 0.88 for 16 inches deep headers, 0.78 for 18 inches deep headers. TABLE A8 MAXIMUM ALLOWABLE SECONDARY MOMENT, HORIZONTAL SHEAR AND AXIAL FORCE INDUCED IN THE HEADER MEMBER OF THE SINGLE AND DOUBLE PORTAL FRAME SYSTEMS 1,2,3 Portal Bending Moment (ft-lbs) (lbs) Axial Load (lbs) K = 90 (lbs./in.) K = 250 (lbs./in.) K = 1000 (lbs./in.) 12" Single 2, ,430 12" Double 3, ,490 18" Single 2, ,080 18" Double 3, ,030 12" Single 2, ,430 12" Double 3, ,490 18" Single 2, ,080 18" Double 4, ,040 12" Single 3, ,430 12" Double 3, ,490 18" Single 3, ,080 18" Double 4, ,050 K = 4000 (lbs./in.) 12" Single 3, ,430 12" Double 4, ,490 18" Single 4, ,080 18" Double 5, ,050 For SI: 1 lbs. = 4.45 N, 1 ft.-lb. = N-m. 1 The maximum induced bending moment, shear and axial forces shown may be reduced linearly if the applied lateral shear load is less than the allowable in-plane shear load in Table A3 of this report. 2 The maximum shear and axial load are constant along the length of the beam member. In a double portal system the moment reduces linearly from maximum value at the beam ends to zero at the beam mid-span. In a single portal system the moment reduces linearly from maximum value at the end with the to zero at the end with the column. 3 The header member allowable stresses may be increased by 60% (duration of load factor) in accordance with Table of the 2015 and 2012 NDS when designing the header member.

38 ESR-2652 Most Widely Accepted and Trusted Page 37 of 41 FIGURE A1 STANDARD STRONG-WALL SB DETAILS

39 ESR-2652 Most Widely Accepted and Trusted Page 38 of 41 FIGURE A2 PORTAL FRAME STRONG-WALL SB ASSEMBLY DETAILS

40 ESR-2652 Most Widely Accepted and Trusted Page 39 of 41 FIGURE A3 MULTI-STORY STRONG-WALL SB CONNECTION DETAILS

41 ESR-2652 Most Widely Accepted and Trusted Page 40 of 41 FIGURE A4 MULTI-STORY STRONG-WALL SB ELEVATION DETAILS