ICC-ES Evaluation Report ESR-2652 ESR-2652 LABC and LARC Supplement. ... complying with ASTM F1667....

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Most Widely Accepted and Trusted

ICC-ES Evaluation Report ESR-2652 Reissued 04/2018

This report is subject to renewal 04/2019.

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“2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence”

DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 12 19—SHEAR WALL PANELS

REPORT HOLDER:

SIMPSON STRONG-TIE COMPANY INC.

5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588

EVALUATION SUBJECT:

STRONG-WALL® WOOD SHEARWALL PANELS STRONG-WALL® SB SHEAR PANELS


Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 41

ICC-ES Evaluation Report ESR-2652 Reissued April 2018 Revised April 26, 2018 This report is subject to renewal April 2019.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES

Section: 06 12 19—Shear Wall Panels REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com EVALUATION SUBJECT: STRONG-WALL® WOOD SHEARWALL PANELS STRONG-WALL® 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 Shearwall Panels (WSWs) and Strong-Wall® SB Shear Panels (SWSBs), 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 2308.6 of the 2015 IBC (Section 2308.9.3 of the 2012 and 2009 IBC, as applicable) and Section R602.10 of the IRC, in accordance with Section 4.1.3 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 3.2.2.11 attached to the Strong-Wall panel body described in Section 3.2.1.1 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 3.2.2.6 and 3.2.2.7 respectively. Additional components required for Strong-Wall panel installation, which are to be installed in the field, are described in Section 3.2.2.

The WSW and SWSB 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 SWSB 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 SWSB panels.

The Strong-Wall panels described in this report are permitted to have shear wall aspect ratios greater than those specified in Table 4.3.4 of AWC Special Design Provisions for Wind and Seismic (SDPWS-2008) as referenced in the 2009 and 2012 IBC, and Table 4.3.4 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 Shear Panels (AC130), dated January 2013 (editorially revised February 2015).

3.2 Materials: 3.2.1 Wood Components: 3.2.1.1 WSW and SWSB Body: The WSW and SWSB body consists of a preconfigured piece of Laminated Strand Lumber (LSL) recognized in an ICC-ES evaluation report. The WSW and SWSB bodies are manufactured to meet specifications noted in the applicable manufacturing standard associated with this report.

http://www.icc-es.org/

http://www.strongtie.com/

https://codes.iccsafe.org/public/document/IBC2015/chapter-23-wood


https://codes.iccsafe.org/public/document/IRC2015/chapter-6-wall-construction

http://www.awc.org/pdf/codes-standards/publications/sdpws/AWC-SDPWS2008-Commentary-ViewOnly-0906.pdf

http://www.awc.org/pdf/codes-standards/publications/sdpws/AWC-SDPWS2008-Commentary-ViewOnly-0906.pdf

http://www.awc.org/pdf/codes-standards/publications/sdpws/AWC-SDPWS2015-ViewOnly-1411.pdf

ESR-2652 | Most Widely Accepted and Trusted Page 2 of 41

3.2.1.2 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. 3.2.1.3 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 31/2 inches (76 mm by 89 mm).

3.2.1.4 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 31/8 inches (79 mm) and 51/2 inches (140 mm), respectively. Minimum and maximum header depths are 91/4 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 = Ebd3/12L3

where:

E = Header modulus of elasticity, psi (N/mm2).

b = Header width, inches (mm).

d = Header depth, inches (mm).

L = Header clear span, inches (mm). 3.2.2 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 SWSB unless noted otherwise. 3.2.2.1 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 3.2.2.5) 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 3.2.2.2) and Simpson Strong-Tie SD-Series wood screws (see Section 3.2.2.3). 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. 3.2.2.2 Simpson Strong-Tie® SDS-Series Wood Screws: The SDS wood screws, supplied by Simpson Strong-Tie, are described in ICC-ES evaluation report ESR-2236. See Figure 2 and Figures A1 through A3 for additional information. 3.2.2.3 Simpson Strong-Tie® SD-Series Wood Screws: The SD wood screws, supplied by Simpson Strong-Tie, are described in ICC-ES evaluation report ESR-3046. See Figure 2 for additional information. 3.2.2.4 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 3.2.2.5). 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. 3.2.2.5 Field-Attachment Nail: Minimum 2½-inch- long-by-0.148-inch-diameter (64 mm by 3.8 mm) carbon steel nails, complying with ASTM F1667. 3.2.2.6 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 B18.2.2. 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. 3.2.2.7 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. 3.2.2.8 Anchorage Plate Washer: Minimum ASTM A36, ½-inch-thick-by-21/2-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-23/4-inch (16 mm by 70 mm) square steel washer must be used for the 24-inch-wide Strong-Wall panels. 3.2.2.9 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. 3.2.2.10 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. 3.2.2.11 Hold-Down: A proprietary welded steel assembly manufactured to meet specifications noted in the manufacturing standard associated with this report. 3.2.2.12 MSK Hold-Down: A proprietary welded steel assembly manufactured to meet specifications in the manufacturing standard associated with this report. 3.2.2.13 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 SWSB-AB anchor bolts comply with ASTM F1554, Grade 36 (noted as “STANDARD”). WSW-ABHS and SWSB-ABHS anchor bolts with a model number suffix “HS” comply with ASTM A449 (noted as “HIGH STRENGTH”). WSW-HSR and SWSB-HSR extension rods also comply with ASTM A449.

http://www.icc-es.org/Reports/pdf_files/load_file.cfm?file_type=pdf&file_name=ESR-2236.pdf

http://www.icc-es.org/reports/pdf_files/esr-3046.pdf

https://www.astm.org/DATABASE.CART/HISTORICAL/F1667-11AE1.htm

http://standards.sae.org/j995_201202/

http://www.astm.org/Standards/A563.htm

https://webstore.ansi.org/RecordDetail.aspx?sku=ASME+B18.2.2-2015

http://www.astm.org/Standards/F436.htm

http://www.astm.org/Standards/F436.htm

https://www.astm.org/DATABASE.CART/HISTORICAL/A36A36M-08.htm

https://www.astm.org/DATABASE.CART/HISTORICAL/A307-12.htm

https://www.astm.org/DATABASE.CART/HISTORICAL/F1554-07A.htm




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.

3.2.2.14 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 SWSBs, 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 SWSBs, 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:

4.1.1 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 3.2.2.14 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 SWSB 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 SWSB applications are shown in Table A8.

Allowable 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 1605.3.1 and the alternative basic load combinations in IBC Section 1605.3.2. 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 IBC

Response Modification Coefficient R = 6½

System Overstrength Factor Ω0 = 31

Deflection Amplification Factor Cd = 4

1Where Strong-Wall panels are installed in structures with flexible diaphragms, as determined in accordance with Section 12.3.1 of ASCE/SEI 7, the tabulated value of Ω0 may be reduced in accordance with Footnote g, Table 12.2-1 of ASCE/SEI 7.

Analysis and design of structures incorporating Strong-Wall panels must comply with the applicable code, including IBC Section 1604.4. 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 12.8.4. 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 1604.4 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.

4.1.2 Garage Portal Strong-Wall Panel Systems: Beams for garage portal systems must be designed for the load combinations specified in Section 1605.3 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. Allowable values for panel models described above when using the portal straps described in Section 3.2.2.4 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.

4.1.3 Braced Wall Panels: Each 12-inch-wide Strong-Wall panel, 9 feet (2740 mm) or less in height, and

https://codes.iccsafe.org/public/document/IBC2015/chapter-16-structural-design


http://www.asce.org/structural-engineering/asce-7-and-sei-standards/




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 2308.6 of the 2015 IBC (Section 2308.9.3 of the 2012 and 2009 IBC, as applicable) and Section R602.10 of the IRC. The required length of bracing shall be based on wood structural panel sheathing (Method WSP in IRC and IBC).

4.1.4 Anchorage to Concrete: The anchorage-to- concrete details shown in Figure 6 of this report conform to Chapter 17 of ACI 318-14 under the 2015 IBC (ACI 318-11 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 318-14 Section 17.2.3.4.3 (ACI 318-11 Appendix D Section D.3.3.4.3). 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 1901.3 and 1905 of the 2015 IBC which refer to Chapter 17 of ACI 318-14 (Section 1909 of the 2012 IBC refers to ACI 318-11 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 318-14 Section 17.2.3.2 (ACI 318-11 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:

𝑇𝑇 =𝑆𝑆ℎ𝑒𝑒𝑒𝑒𝑒𝑒 × 𝐻𝐻𝑒𝑒𝐻𝐻𝐻𝐻ℎ𝑡𝑡𝑀𝑀𝑀𝑀𝑀𝑀𝑒𝑒𝑀𝑀𝑡𝑡 𝐴𝐴𝑒𝑒𝑀𝑀

where: • Shear = 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., 13 15/16 in., and 19 15/16 in for 12-, 18-, and 24-inch-wide WSW respectively; 811∕16 in., 149∕16 in., and 195∕16 in. for 12-, 18-, and 24-inch-wide SWSBs, respectively.

The hold-down uplift force due to overturning for the 12-inch-wide Strong-Wall panels with heights less than or equal to 93.25 inches and 18-inch-wide Strong-Wall panels with heights less than or equal to 93.25 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. 4.1.5 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. 4.1.6 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: 4.2.1 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 SWSB 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 2304.10.5 of the 2015 IBC (Section 2304.9.5 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

https://www.concrete.org/tools/318-14portal.aspx

http://www.concrete.org/store/productdetail.aspx?ItemID=31811

https://codes.iccsafe.org/public/document/IBC2015/chapter-19-concrete

https://codes.iccsafe.org/public/document/IBC2015/chapter-21-masonry




https://codes.iccsafe.org/public/document/IBC2015/chapter-22-steel




between the wood at the bottom of the panel and the concrete. Anchor bolts and rods must be in accordance with Section 3.2.2.13 of this report and be placed using the form-mounted reusable template as described in Section 3.2.2.9 of this report. 4.2.2 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 3.2.2.1, 3.2.2.2, 3.2.2.3 and 3.2.2.5, as applicable.

The header must be connected to the Strong-Wall panel using four proprietary portal straps described in Section 3.2.2.4 (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, 13/4-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: 4.3.1 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 1.

4.3.2 2015 IBC: Periodic special inspection must be provided in accordance with Section 1705.1.1, 1705.11.1 or 1705.12.2, as applicable, with the exception of those structures that qualify under Section 1704.2, 1704.3, or 1705.3 and subject to approval of the code official.

4.3.3 2012 IBC: Periodic special inspection must be provided in accordance with Section 1705.1.1, 1705.10.1 or 1705.11.2, as applicable, with the exception of those structures that qualify under Section 1704.2, 1704.3, or 1705.3 and subject to approval of the code official.

4.3.4 2009 IBC: Periodic special inspection must be provided in accordance with Section 1704.15, 1706.2 or 1707.3, as applicable, with the exception of those structures that qualify under Section 1704.1, 1704.4, or 1705.3 and subject to approval of the code official.

4.3.5 IRC: In jurisdictions governed by the IRC, special inspections are not required, except where an engineered design according to Section R301.1.3 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 SWSB) 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 SWSB 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 SWSB) 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 4.1.3. 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 Shearwall 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 Shear 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 2015.

• Additional data was submitted for the anchorage to concrete in accordance with ACI 318-14.

7.0 IDENTIFICATION The Strong-Wall® Wood Shearwall and Strong-Wall® SB Shearwall 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).

https://codes.iccsafe.org/public/document/IBC2015/chapter-17-special-inspections-and-tests












https://codes.iccsafe.org/public/public/chapter/content/4648/






https://codes.iccsafe.org/public/document/IRC2015/chapter-3-building-planning


TABLE 1—STRONG-WALL WOOD SHEARWALL (WSW) PANEL DESCRIPTION

Strong- Wall Wood Shearwall

Model

Panel Information Anchor Bolts

Nominal Width, W (in.)

Height, H (in.)

Thickness, t (in.)

Panel Weight

(lb.) Qty. Dia. (in.)

WSW12x7 12 78 3½ 100 2 ⅞ WSW18x7 18 78 3½ 145 2 ⅞

WSW12x7.5 12 85½ 3½ 110 2 ⅞ WSW18x7.5 18 85½ 3½ 155 2 ⅞ WSW12x8 12 93¼ 3½ 115 2 ⅞ WSW18x8 18 93¼ 3½ 165 2 ⅞ WSW24x8 24 93¼ 3½ 225 2 1 WSW12x9 12 105¼ 3½ 130 2 ⅞ WSW18x9 18 105¼ 3½ 185 2 ⅞ WSW24x9 24 105¼ 3½ 245 2 1

WSW12x10 12 117¼ 3½ 140 2 ⅞ WSW18x10 18 117¼ 3½ 205 2 ⅞ WSW24x10 24 117¼ 3½ 270 2 1 WSW12x11 12 129¼ 3½ 150 2 ⅞ WSW18x11 18 129¼ 3½ 220 2 ⅞ WSW24x11 24 129¼ 3½ 295 2 1 WSW12x12 12 141¼ 3½ 165 2 ⅞ WSW18x12 18 141¼ 3½ 240 2 ⅞ WSW24x12 24 141¼ 3½ 320 2 1 WSW18x13 18 153¼ 3½ 255 2 ⅞ WSW24x13 24 153¼ 3½ 345 2 1 WSW24x14 24 168 3½ 375 2 1 WSW24x16 24 192 3½ 425 2 1 WSW18x20 18 240 3½ 385 2 ⅞ WSW24x20 24 240 3½ 520 2 1

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N.

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.


TABLE 2—ALLOWABLE ASD IN-PLANE SHEAR FOR STANDARD APPLICATION STRONG-WALL WOOD SHEARWALL (WSW) ON CONCRETE FOUNDATION


Model

Allow. Vertical Load, P

(lb.)

2,500 psi Concrete 3,000 psi Concrete Seismic Wind Seismic Wind

Allow. ASD

Shear Load, V

(lb.)

Drift at

Allow. Shear, Δ (in.)

Anchor Tension

at Allow. Shear, T (lb.)

Allow. ASD

Shear, V (lb.)

Drift at Allow. Shear, Δ (in.)

Anchor Tension


Allow. ASD

Shear, V (lb.)


Anchor Tension


Allow. ASD

Shear, V (lb.)


Anchor Tension


WSW12x7 1,000 1,065 0.31 10,285 1,380 0.43 13,375 1,065 0.31 10,285 1,380 0.43 13,375 4,000 1,065 0.31 10,285 1,380 0.43 13,375 1,065 0.31 10,285 1,380 0.43 13,375 7,500 1,065 0.31 10,285 1,380 0.43 13,370 1,065 0.31 10,285 1,380 0.43 13,375

WSW18x7 1,000 2,475 0.31 13,865 2,980 0.40 16,675 2,475 0.31 13,865 3,225 0.43 18,040 4,000 2,475 0.31 13,865 2,710 0.36 15,160 2,475 0.31 13,865 3,225 0.43 18,040 7,500 2,475 0.31 13,865 2,395 0.32 13,395 2,475 0.31 13,865 2,910 0.39 16,280

WSW24x7 1,000 5,515 0.29 22,710 5,515 0.32 22,710 5,515 0.29 22,710 5,515 0.32 22,710 4,000 5,515 0.29 22,710 5,400 0.31 22,240 5,515 0.29 22,710 5,515 0.32 22,710 7,500 5,515 0.29 22,710 4,950 0.29 20,390 5,515 0.29 22,710 5,515 0.32 22,710

WSW12x8 1,000 960 0.39 11,125 1,245 0.53 14,420 960 0.39 11,125 1,245 0.53 14,420 4,000 960 0.39 11,125 1,245 0.53 14,420 960 0.39 11,125 1,245 0.53 14,420 7,500 960 0.39 11,125 1,155 0.49 13,370 960 0.39 11,125 1,245 0.53 14,420

WSW18x8 1,000 2,430 0.39 16,245 2,490 0.42 16,675 2,430 0.39 16,245 2,925 0.50 19,560 4,000 2,430 0.39 16,245 2,265 0.38 15,160 2,430 0.39 16,245 2,695 0.46 18,045 7,500 2,430 0.39 16,245 2,000 0.34 13,395 2,430 0.39 16,245 2,435 0.41 16,280

WSW24x8 1,000 4,945 0.37 24,355 4,840 0.40 23,830 4,945 0.37 24,355 5,515 0.45 27,150 4,000 4,945 0.37 24,355 4,515 0.37 22,240 4,945 0.37 24,355 5,360 0.44 26,395 7,500 4,945 0.37 24,355 4,140 0.34 20,390 4,945 0.37 24,355 4,985 0.41 24,540

WSW12x9 1,000 790 0.43 10,310 1,020 0.60 13,335 790 0.43 10,310 1,020 0.60 13,335 4,000 790 0.43 10,310 1,020 0.60 13,335 790 0.43 10,310 1,020 0.60 13,335 7,500 790 0.43 10,310 1,020 0.60 13,335 790 0.43 10,310 1,020 0.60 13,335

WSW18x9 1,000 1,920 0.43 14,505 2,210 0.53 16,675 1,920 0.43 14,505 2,515 0.60 18,980 4,000 1,920 0.43 14,505 2,010 0.48 15,160 1,920 0.43 14,505 2,390 0.57 18,045 7,500 1,920 0.43 14,505 1,775 0.42 13,395 1,920 0.43 14,505 2,155 0.51 16,280

WSW24x9 1,000 4,190 0.43 23,275 4,290 0.46 23,830 4,190 0.43 23,275 5,035 0.54 27,985 4,000 4,190 0.43 23,275 4,000 0.43 22,240 4,190 0.43 23,275 4,750 0.51 26,395 7,500 4,190 0.43 23,275 3,670 0.40 20,390 4,190 0.43 23,275 4,415 0.48 24,540

WSW12x10 1,000 630 0.50 9,175 810 0.67 11,810 630 0.50 9,175 810 0.67 11,810 4,000 630 0.50 9,175 810 0.67 11,810 630 0.50 9,175 810 0.67 11,810 7,500 630 0.50 9,175 810 0.67 11,810 630 0.50 9,175 810 0.67 11,810

WSW18x10 1,000 1,715 0.49 14,440 1,980 0.59 16,675 1,715 0.49 14,440 2,225 0.67 18,715 4,000 1,715 0.49 14,440 1,800 0.54 15,160 1,715 0.49 14,440 2,145 0.64 18,045 7,500 1,715 0.49 14,440 1,590 0.48 13,395 1,715 0.49 14,440 1,935 0.58 16,280

WSW24x10 1,000 3,675 0.48 22,740 3,850 0.54 23,830 3,675 0.48 22,740 4,520 0.63 27,985 4,000 3,675 0.48 22,740 3,590 0.50 22,240 3,675 0.48 22,740 4,265 0.60 26,395 7,500 3,675 0.48 22,740 3,295 0.46 20,390 3,675 0.48 22,740 3,965 0.55 24,540

WSW12x11 1,000 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11,810 4,000 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11,810 7,500 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11,810

WSW18x11 1,000 1,510 0.53 14,010 1,800 0.67 16,675 1,510 0.53 14,010 1,975 0.73 18,335 4,000 1,510 0.53 14,010 1,635 0.61 15,160 1,510 0.53 14,010 1,945 0.72 18,045 7,500 1,510 0.53 14,010 1,445 0.54 13,395 1,510 0.53 14,010 1,755 0.65 16,280

WSW24x11 1,000 3,295 0.53 22,485 3,490 0.58 23,830 3,295 0.53 22,485 4,100 0.69 27,985 4,000 3,295 0.53 22,485 3,260 0.55 22,240 3,295 0.53 22,485 3,865 0.65 26,395 7,500 3,295 0.53 22,485 2,985 0.50 20,390 3,295 0.53 22,485 3,595 0.60 24,540

WSW12x12 1,000 485 0.62 8,540 625 0.80 10,915 485 0.62 8,540 625 0.80 10,915 4,000 485 0.62 8,540 625 0.80 10,915 485 0.62 8,540 625 0.80 10,915 7,500 485 0.62 8,540 625 0.80 10,915 485 0.62 8,540 625 0.80 10,915

WSW18x12 1,000 1,340 0.58 13,580 1,645 0.75 16,675 1,340 0.58 13,580 1,755 0.80 17,770 4,000 1,340 0.58 13,580 1,495 0.68 15,160 1,340 0.58 13,580 1,755 0.80 17,770 7,500 1,340 0.58 13,580 1,320 0.60 13,395 1,340 0.58 13,580 1,605 0.73 16,280

WSW24x12 1,000 2,920 0.58 21,795 3,195 0.66 23,830 2,920 0.58 21,795 3,750 0.77 27,985 4,000 2,920 0.58 21,795 2,980 0.61 22,240 2,920 0.58 21,795 3,540 0.73 26,395 7,500 2,920 0.58 21,795 2,735 0.56 20,390 2,920 0.58 21,795 3,290 0.68 24,540

See footnotes next page.


TABLE 2—ALLOWABLE ASD IN-PLANE SHEAR FOR STANDARD APPLICATION STRONG-WALL WOOD SHEARWALL (WSW) ON CONCRETE FOUNDATION (CONTINUED)


Model


(lb.)


Allow. ASD

Shear Load, V (lb.)

Drift at

Allow. Shear, Δ (in.)

Anchor Tension


Allow. ASD

Shear, V (lb.)


Anchor Tension


Allow. ASD

Shear, V (lb.)


Anchor Tension


Allow. ASD

Shear, V (lb.)


Anchor Tension


WSW18x13 1,000 1,190 0.63 13,065 1,515 0.85 16,675 1,190 0.63 13,065 1,555 0.87 17,100 4,000 1,190 0.63 13,065 1,380 0.77 15,160 1,190 0.63 13,065 1,555 0.87 17,100 7,500 1,190 0.63 13,065 1,220 0.68 13,395 1,190 0.63 13,065 1,480 0.83 16,280

WSW24x13 1,000 2,590 0.64 20,970 2,945 0.74 23,830 2,590 0.64 20,970 3,445 0.87 27,865 4,000 2,590 0.64 20,970 2,750 0.69 22,240 2,590 0.64 20,970 3,260 0.82 26,395 7,500 2,590 0.64 20,970 2,520 0.63 20,390 2,590 0.64 20,970 3,035 0.76 24,540

WSW18x14 1,000 960 0.69 11,580 1,245 0.93 14,995 960 0.69 11,580 1,245 0.93 14,995 4,000 960 0.69 11,580 1,245 0.93 14,995 960 0.69 11,580 1,245 0.93 14,995

WSW24x14 1,000 2,175 0.69 19,300 2,685 0.89 23,830 2,175 0.69 19,300 2,815 0.93 24,970 4,000 2,175 0.69 19,300 2,505 0.83 22,240 2,175 0.69 19,300 2,815 0.93 24,970

WSW18x16 1,000 830 0.79 11,420 1,085 1.07 14,945 830 0.79 11,420 1,085 1.07 14,945 4,000 830 0.79 11,420 1,085 1.07 14,945 830 0.79 11,420 1,085 1.07 14,945

WSW24x16 1,000 1,810 0.80 18,330 2,350 1.04 23,830 1,810 0.80 18,330 2,400 1.07 24,355 4,000 1,810 0.80 18,330 2,195 0.97 22,240 1,810 0.80 18,330 2,400 1.07 24,355

WSW18x18 1,000 650 0.90 10,105 855 1.20 13,225 650 0.90 10,105 855 1.20 13,225 4,000 650 0.90 10,105 855 1.20 13,225 650 0.90 10,105 855 1.20 13,225

WSW24x18 1,000 1,420 0.92 16,220 1,890 1.20 21,555 1,420 0.92 16,220 1,890 1.20 21,555 4,000 1,420 0.92 16,220 1,890 1.20 21,555 1,420 0.92 16,220 1,890 1.20 21,555

WSW18x20 1,000 545 1.03 9,385 700 1.33 12,020 545 1.03 9,385 700 1.33 12,020 4,000 545 1.03 9,385 700 1.33 12,020 545 1.03 9,385 700 1.33 12,020

WSW24x20 1,000 1,180 1.02 14,940 1,510 1.33 19,140 1,180 1.02 14,940 1,510 1.33 19,140 4,000 1,180 1.02 14,940 1,510 1.33 19,140 1,180 1.02 14,940 1,510 1.33 19,140

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N.

1. Allowable 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. Allowable vertical load denotes the total maximum vertical load permitted on the panel acting in combination with the allowable shear loads. 3. Allowable 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


TABLE 3—ALLOWABLE ASD IN-PLANE SHEAR FOR PORTAL APPLICATION STRONG-WALL WOOD SHEARWALL (WSW) ON CONCRETE FOUNDATION


Model


(lb.)


Allow. ASD

Shear Load, V (lb.)


Anchor Tension


Allow. ASD

Shear, V (lb.)


Anchor Tension


Allow. ASD

Shear, V (lb.)


Anchor Tension


Allow. ASD

Shear, V (lb.)


Anchor Tension


WSW12x7 1,000 1,645 0.38 12,750 2,135 0.53 16,525 1,645 0.38 12,750 2,135 0.53 16,525 4,000 1,645 0.38 12,750 1,955 0.49 15,150 1,645 0.38 12,750 2,135 0.53 16,525 7,500 1,645 0.38 12,750 1,730 0.43 13,370 1,645 0.38 12,750 2,100 0.52 16,255

WSW18x7 1,000 3,225 0.38 16,235 3,310 0.42 16,675 3,225 0.38 16,235 3,350 0.43 16,880 4,000 3,225 0.38 16,235 3,010 0.38 15,160 3,225 0.38 16,235 3,350 0.43 16,880 7,500 3,225 0.38 16,235 2,660 0.34 13,395 3,225 0.38 16,235 3,230 0.41 16,280

WSW12x7.5 1,000 1,520 0.41 12,900 1,965 0.57 16,670 1,520 0.41 12,900 1,970 0.57 16,720 4,000 1,520 0.41 12,900 1,785 0.51 15,150 1,520 0.41 12,900 1,970 0.57 16,720 7,500 1,520 0.41 12,900 1,575 0.45 13,370 1,520 0.41 12,900 1,915 0.55 16,255

WSW18x7.5 1,000 2,955 0.41 16,300 3,020 0.45 16,675 2,955 0.41 16,300 3,350 0.50 18,500 4,000 2,955 0.41 16,300 2,745 0.41 15,160 2,955 0.41 16,300 3,270 0.48 18,045 7,500 2,945 0.41 16,260 2,425 0.36 13,395 2,955 0.41 16,300 2,950 0.44 16,280

WSW12x8 1,000 1,310 0.44 12,110 1,695 0.60 15,690 1,310 0.44 12,110 1,695 0.60 15,690 4,000 1,310 0.44 12,110 1,635 0.58 15,150 1,310 0.44 12,110 1,695 0.60 15,690 7,500 1,310 0.44 12,110 1,445 0.51 13,370 1,310 0.44 12,110 1,695 0.60 15,690

WSW18x8 1,000 2,610 0.44 15,730 2,770 0.49 16,675 2,610 0.44 15,730 3,250 0.58 19,560 4,000 2,610 0.44 15,730 2,520 0.45 15,160 2,610 0.44 15,730 2,995 0.53 18,045 7,500 2,610 0.44 15,730 2,225 0.40 13,395 2,610 0.44 15,730 2,705 0.48 16,280

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N.

1. Allowable 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. Allowable vertical load denotes the total maximum vertical load permitted on the panel acting in combination with the allowable shear loads. 3. Allowable 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. Allowable 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. Allowable 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 3.2.2.4.


TABLE 4—ALLOWABLE ASD IN-PLANE SHEAR AND BASE MOMENT FOR TWO-STORY STACKED APPLICATION STRONG-WALL WOOD SHEARWALL (WSW) ON CONCRETE FOUNDATION

TABLE 4A—SECOND-STORY PANELS


Model

Nom. Width, W (in.)

Height, H (in.)


(lb.)

Seismic Wind Allow. ASD

Shear Load, V

(lb.)

Drift at Allow.

Shear, Δ (in.)

Allow. ASD

Shear Load, V

(lb.)

Drift at Allow.

Shear, Δ (in.)

WSW18x9 18 105¼ 2,000 1,225 0.42 1,345 0.48 WSW24x9 24 105¼ 2,000 2,165 0.41 2,380 0.46 WSW18x10 18 117¼ 2,000 1,125 0.47 1,235 0.53 WSW24x10 24 117¼ 2,000 1,990 0.46 2,190 0.52 WSW18x11 18 129¼ 2,000 1,020 0.52 1,120 0.59 WSW24x11 24 129¼ 2,000 1,815 0.51 1,995 0.59 WSW18x12 18 141¼ 2,000 920 0.57 1,010 0.64 WSW24x12 24 141¼ 2,000 1,640 0.57 1,805 0.65

TABLE 4B—FIRST-STORY PANELS


Model

Nom. Width, W (in.)

Height, H (in.)

Allow. Vert. Load,

P (lb.)

Stiff- ness,

K x 109

(lb.-in.)


Allow. ASD Base

Moment, M

(lb.-in.)

Anchor Tension at Allow.

Base Moment,

T (lb.)

Allow. ASD Base

Moment, M

(lb.-in.)


Base Moment,

T (lb.)

Allow. ASD Base

Moment, M

(lb.-in.)


Base Moment,

T (lb.)

Allow. ASD Base

Moment, M

(lb.-in.)


Base Moment,

T (lb.) WSW18x8 18 93¼ 4,000 9.7 206,550 14,820 184,730 13,255 206,550 14,820 218,020 15,645 WSW24x8 24 93¼ 4,000 19.4 413,565 21,840 423,540 22,365 413,565 21,840 455,060 24,030 WSW18x9 18 105¼ 4,000 10.3 200,500 14,385 184,715 13,255 200,500 14,385 217,975 15,640 WSW24x9 24 105¼ 4,000 21.5 411,000 21,705 423,525 22,365 411,000 21,705 452,050 23,870 WSW18x10 18 117¼ 4,000 11.6 202,255 14,510 184,670 13,250 202,255 14,510 217,970 15,640 WSW24x10 24 117¼ 4,000 22.6 389,855 20,585 423,505 22,365 389,855 20,585 429,135 22,660 WSW18x11 18 129¼ 4,000 12.5 197,755 14,190 184,700 13,250 197,755 14,190 217,785 15,625 WSW24x11 24 129¼ 4,000 24.8 389,045 20,545 423,550 22,365 389,045 20,545 428,465 22,625 WSW18x12 18 141¼ 4,000 12.8 189,275 13,580 184,755 13,255 189,275 13,580 208,345 14,950 WSW24x12 24 141¼ 4,000 26.5 380,670 20,100 418,805 22,115 380,670 20,100 418,805 22,115

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N.

1. Allowable 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. Allowable vertical load denotes the total maximum vertical load permitted on the panel acting in combination with the allowable shear loads. 3. Allowable 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 = H12 / 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


TABLE 5—ALLOWABLE ASD OUT-OF-PLANE LOADS FOR STRONG-WALL WOOD SHEARWALL (WSW) ON CONCRETE FOUNDATION (PSF)

Panel Attachment


Model

Nominal Height of Shearwall (ft.)

7 7.5 8 9 10 11 12 13 14 16 18 20

Top Plates

WSW12 255 235 215 190 155 115 60 N/A N/A N/A N/A N/A

WSW18 230 210 195 170 155 115 90 70 55 35 25 20

WSW24 250 225 210 185 155 115 90 70 55 35 25 20

Header

WSW12 280 255 205 150 110 85 60 N/A N/A N/A N/A N/A

WSW18 185 170 155 140 110 85 70 N/A N/A N/A N/A N/A

WSW24 140 130 120 105 95 85 70 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 = 47.88 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 / 240. 3. Allowable out-of-plane loads can be applied in combination with the allowable vertical loads listed in Tables 2 and 3. 4. Allowable 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. Allowable 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 WOOD SHEARWALL (WSW) ON CONCRETE FOUNDATION (LB.)


Model

Nominal Height of Shearwall (ft.)

7 7.5 8 9 10 11 12 13 14 16 18 20

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. Allowable 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. Allowable vertical loads assume concentric point load or uniformly distributed load without lateral loads present. For combined lateral and vertical loads, see Tables 2-4.

3. Tabulated loads apply to single-story panels on concrete foundations.


2/WSW2 – SINGLE-STORY WSW ON CONCRETE

FIGURE 1—STRONG-WALL WOOD SHEARWALL DETAILS (2/WSW2)

OR4 5

ALTERNATE

78" MAXIMUM WOOD

SHIM. FOR SHIMSGREATER THAN 7 8",

SEE 9/WSW2.

STRONG-WALL®

WOOD SHEARWALL

TOP PLATES

RIM JOIST, BEAM,OR BLOCKING

IF APPLICABLE

HEX NUT ANDSTRUCTURALWASHER

WSW HOLDOWN

SEE 10/WSW2 FORALLOWABLE EDGE ANDFACE DRILL ZONES

WSW DESIGNED TO PROVIDE 18" GAP BETWEEN LSL AT BASEOF WSW AND CONCRETE. ENSURE CONCRETE IS LEVEL ANDSMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY.

REGISTERED DESIGN PROFESSIONALIS PERMITTED TO MODIFY DETAILSFOR SPECIFIC CONDITIONS.

OR6 7

WSW-TOW SHEARTRANSFER PLATE


4/WSW2 – STANDARD INSTALLATION BASE CONNECTION

5/WSW2 – WOOD FLOOR SYSTEM BASE CONNECTION

FIGURE 1—STRONG-WALL WOOD SHEARWALL DETAILS (Continued) (4, 5/WSW2)

PLACE STRONG-WALL® WOOD SHEARWALLOVER THE ANCHOR BOLTS AND SECURE WITH

WASHER AND HEX NUTS (PROVIDED). SNUG TIGHTFIT REQUIRED; DO NOT USE AN IMPACT WRENCH.

• USE 1516" WRENCH FOR 7 8" NUT

• USE 112" WRENCH FOR 1" NUT

SEE SHEETS WSW1 AND WSW1.1FOR ANCHORAGE SOLUTIONS



STRONG-WALL®

WOOD SHEARWALL

PLACE STRONG-WALL® WOOD SHEARWALLOVER THE ANCHOR BOLTS AND SECURE WITH

WASHER AND HEX NUTS (PROVIDED). SNUG TIGHTFIT REQUIRED; DO NOT USE AN IMPACT WRENCH.



SEE SHEETS WSW1 AND WSW1.1FOR ANCHORAGE SOLUTIONS


STRONG-WALL®

WOOD SHEARWALLSTRONG-WALL®

WOOD SHEARWALL

JOIST HANGER(IF REQUIRED)

FRAMINGBY OTHERS

(TYPICAL)

SILL PLATEANCHORAGE

BY OTHERS

STRONG-WALL® WOOD SHEARWALL HEIGHT TO INCLUDE THEDEPTH OF THE FLOOR SYSTEM AND SHALL BE INSTALLEDDIRECTLY ON THE FOUNDATION. SPECIFY PANEL HEIGHT FROMTOP OF FOUNDATION TO UNDERSIDE OF TOP PLATES OR BEAM.

SECTION

NAILINGBY OTHERS

FRAMINGBY OTHERS

FRAMING BY OTHERS(NOT SHOWN FOR

CLARITY)


6/WSW2 – STANDARD TOP CONNECTION

7/WSW2 – ALTERNATE TOP CONNECTION

FIGURE 2—STRONG-WALL WOOD SHEARWALL TOP CONNECTION DETAILS (6, 7/WSW2)

ALIGN WSW-TOW NOTCHESWITH BOTTOM OF TOP PLATES

SECTION4x FRAMING

FOR 518"–51

2" FRAMING,ATTACH WOOD FURRINGBLOCK BETWEEN WSWPANEL AND WSW-TOW WITHSDS 14" x 31

2" SCREWS (MIN.)OR 16d COMMON NAILS(8 TOTAL FASTENERS FORWSW12, 10 FOR WSW18 AND14 FOR WSW24). MINIMUMBLOCK SIZE IS 13

4" x 1178" x

WSW PANEL WIDTH.

2"MIN.

3" MIN.

3" MIN.

2" MIN.

WOOD FURRING BLOCK(REQUIRED FOR 51

8"–512"

FRAMING MEMBERS)

STRONG-WALL®

WOOD SHEARWALL


TOP PLATES

78" MAXIMUM WOOD

SHIM. FOR SHIMSGREATER THAN 7 8",

SEE 9/WSW2.

ATTACH WSW-TOW PLATES(PROVIDED) TO FRAMING ANDWSW PANEL BOTH SIDESUSING 10d x 21

2" NAILS MIN.FOR ALTERNATE CONNECTIONSEE 7/WSW2.

SECTION6x FRAMING

SDS14" x 31

2"

OPTIONAL 1" DIAMETER BY1

4" DEEP COUNTERBORE

WSW-TOW ALTERNATE CONNECTION KIT

MODEL NO.FASTENER QUANTITY

SD #10 x 112" SDS 14" x 6"

WSW-TOW12KT 20 2

WSW-TOW18KT 28 4

WSW-TOW24KT 40 8

FURRING NOTREQUIRED FORALTERNATE TOPCONNECTIONEXCEPT ASREQUIRED FORFINISH MATERIALATTACHMENT

ALIGN WSW-TOW NOTCHESWITH BOTTOM OF TOP PLATES


TOP PLATES

78" MAXIMUM WOOD SHIM.

FOR SHIMS GREATERTHAN 7 8", SEE 9/WSW2.

ATTACH WSW-TOW PLATE(PROVIDED) ON ONE SIDEONLY WITH A COMBINATIONOF SDS 14" x 6" AND SD #10 x11

2" CONNECTOR SCREWS(ORDER SEPARATELY ASWSW-TOW__KT)

1" DIAMETERBY 14" DEEP

COUNTERBORE

STRONG-WALL®

WOOD SHEARWALL

SECTION4x FRAMING

SECTION6x FRAMING

INSTALL SDS 14" x 6" SCREWS ATAN ANGLE THAT PREVENTSTHEM FROM EXITING SIDE OFFRAMING; APPROX.30 DEGREES (TYP.)

INSTALLWSW-TOW ON

EXTERIOR FACE

SD #10 x 112"


8/WSW2 – RAKE WALL

FIGURE 2—STRONG-WALL WOOD SHEARWALL TOP CONNECTION DETAILS (Continued) (8/WSW2)

B

W

L

L= W(MIN.)

1. MAINTAIN END DISTANCES TO PREVENT SCREWSFROM PENETRATING THROUGH THE OUTER EDGES.

2. INSTALL SCREWS PERPENDICULAR TO THE TOP PLATE.3. EDGE DISTANCES ASSUME DOUBLE TOP PLATE.

SECTION VIEW2X6 OR WIDER FRAMING

A

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 12:12.3. PANELS TALLER THAN 12' MUST BE DESIGNED FOR THE APPLICATION.

EDGE DISTANCE FOR SCREWS

SLOPE A (IN.) B (IN.)

0:12-4:12 2 3

5:12-8:12 1 1/2 4 1/2

9:12-12:12 1/2 5 1/2

(4) SIMPSONSTRONG-TIE® LTP4 ORA35 FRAMING ANGLES.MAY BE USED INCOMBINATION(2 PER SIDE).

NO HOLES IN HATCHEDREGION.

END OF PANEL TONEAREST SCREW

(SEE TABLE)

INSTALL SDS 14" x 6" SCREWS (ORDERSEPARATELY). INSTALL IN 2 ROWS AS

SHOWN AND COUNTERSINK AS REQUIRED.

SIMPSONSTRONG-TIE®

LTP4 FRAMINGANCHORS

STRONG-WALL®

WOOD SHEARWALLSIMPSON

STRONG-TIE®

A35 FRAMINGANCHORS

DOUBLETOP PLATES

4" MIN.CLEARANCE

PLAN VIEWSDS SCREW SPACING

138" O.C. MIN.1

2" MIN. SDS TIP TO CHASE

QTY. OF SDS14" x 6" SCREWS REQ'D.

WSW12 4

WSW18 8

WSW24 12

12" MIN. AT EDGE

1" MIN.FROM EDGE

W

114" MIN.

ROW SPACING



9/WSW2 – TOP OF WALL HEIGHT ADJUSTMENTS

FIGURE 2—STRONG-WALL WOOD SHEARWALL TOP CONNECTION DETAILS (Continued) (9/WSW2)

FOR 8" TO 12" BLOCK DEPTHS:ATTACH SIMPSON STRONG-TIE® CS16 STRAPS AT EDGEOF 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

REGISTERED DESIGN PROFESSIONAL SHALL DESIGNAND DETAIL FOR :

1. SHEAR TRANSFER2. OUT-OF-PLANE LOADING EFFECT3. INCREASED OVERTURNING AND DRIFT DUE TO

ADDITIONAL HEIGHT


418" TO 12" SHIM BLOCK 1" TO 4" SHIM BLOCK

CRIPPLE WALL

INSTALL SDS 14" x 6" SCREWS(MIN.) FROM THE TOP SIDE OFTHE PLATES PER QTY. ANDSPACING REQUIREMENTSDETAILED IN 8/WSW2.

STRONG-WALL®

WOOD SHEARWALL

FULL-HEIGHTADJACENT FRAMING

BY OTHERS

LTP4 SPACINGBY OTHERS

4x SHIM BLOCK

FULL-HEIGHT ADJACENTFRAMING BY OTHERS

SEE 6 & 7/WSW2 FORTOP CONNECTION

CRIPPLE SHEARWALL,BLOCKING AND STRAP

BY OTHERS

4x SHIM BLOCK

STRONG-WALL®

WOOD SHEARWALL

SEE 6 &7/WSW2FOR TOPCONNECTION


1/WSW4 – STRONG-WALL WOOD SHEARWALL SINGLE-PORTAL ASSEMBLY

3/WSW4 – PORTAL TOP CONNECTION

FIGURE 3—STRONG-WALL WOOD SHEARWALL GARAGE FRONT DETAILS (1, 3/WSW4)

4

TO3 5


ROUGH OPENING HEIGHT

H CURB

318" MIN. WIDTH BY 9 14" MIN. DEPTH

HEADER BY OTHERS. FOR WSW ANDHEADER FURRING REQUIREMENTS,

WHEN APPLICABLE, SEE DETAILS4/WSW4 AND 5/WSW4.

GARAGE HEADER ROUGH OPENING HEIGHT

MODEL NO. H CURB ROUGH OPENINGHEIGHT

WSW12x7WSW18x7WSW24x7

512" 6'-111

2"

6" 7'-0"

WSW12x7.5WSW18x7.5WSW24x7.5

0" 7'-112"


512" 8'-23

4"

6" 8'-314"

1. IF REQUIRED ROUGH OPENING HEIGHT EXCEEDS TABLE VALUE,SPECIFY NEXT TALLER PANEL AND TRIM AS NECESSARY. THESTRONG-WALL® WOOD SHEARWALL MAY BE TRIMMED TO AMINIMUM HEIGHT OF 741

2".2. FURRING DOWN GARAGE HEADER MAY BE REQUIRED FOR

CORRECT ROUGH OPENING HEIGHT.

8'–18'-6" CLEAR SPAN

SIMPSON STRONG-TIE®

STHD10 HOLDOWN (MIN.)

SIMPSON STRONG-TIE®

LSTA12 STRAP (MIN.) ATBEAM TO POST EACH SIDE

COLUMN BASE AND POST(DESIGN BY OTHERS)

STRONG-WALL®

WOOD SHEARWALL

WSW DESIGNED TO PROVIDE 18" GAP BETWEEN LSL AT BASEOF WSW AND CONCRETE. ENSURE CONCRETE IS LEVEL ANDSMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY.

PORTAL COLUMN

78" MAXIMUM WOOD

SHIM BETWEENPANEL AND BEAM

OR6 7 ALTERNATE

FIELD NAIL PORTALSTRAPS TO FRAMING

AND WSW PANEL BOTHSIDES (4 TOTAL) USING

10d x 212" NAILS MIN.

ALIGN PORTALSTRAP ARROWS

WITH BOTTOMOF HEADER

STRONG-WALL®

WOOD SHEARWALL

318" MIN.WIDTH BY 91

4" MIN.DEPTHHEADER BY OTHERS. FOR WSW ANDHEADER FURRING REQUIREMENTS,WHEN APPLICABLE, SEE DETAILS4/WSW4 AND 5/WSW4.


12" PORTAL STRAPEDGE DISTANCE

PORTAL STRAPSINCLUDED WITH WSWPANELS UNDER 100". FORTALLER PANELS, ORDERWSW-PK SEPARATELY.

LOAD PATH DESIGN ANDDETAILS ABOVE HEADER TOBE PROVIDED BY OTHERS.


4/WSW4 – FURRING FOR 5⅛″ TO 5½″ HEADER

5/WSW4 – FURRING FOR 3⅛″ HEADER

FIGURE 3—STRONG-WALL WOOD SHEARWALL GARAGE FRONT DETAILS (Continued) (4, 5/WSW4)

SECTIONSTANDARD

TOP CONNECTION(FURRING BLOCK NOT REQUIRED FOR WSW12)

SECTIONALTERNATE

TOP CONNECTION(BLOCK NOT REQUIRED)

518"–5 12" WIDE BY

9 14" MIN.DEPTHHEADER BYOTHERS

WOOD SHIM

ATTACH WOOD FURRING BLOCK BETWEEN WSWPANEL AND WSW-TOW WITH 14" x 31

2" SDSSCREWS (MIN.) OR 16d COMMON NAILS AT 3"O.C. STAGGERED (2 ROWS FOR WSW18, 4ROWS FOR WSW24). MINIMUM BLOCK SIZE IS13

4" x 1178" x DISTANCE BETWEEN SHIMS.


8"–512"

HEADERS USING STANDARDTOP CONNECTION)

ATTACH SHIM WITH 2 ROWS OF 14" x 312"

SDS SCREWS (MIN.) OR 16d COMMON NAILSAT 6" O.C. STAGGERED. MINIMUM SHIM SIZE

IS 134" x 51

4" x HALF OF PANEL HEIGHT.

STRONG-WALL®


WOOD SHEARWALL

STRONG-WALL®

WOOD SHEARWALL

PORTAL STRAPSAND STRAP NAILING NOT

SHOWN FOR CLARITY


SECTIONSTANDARD

TOP CONNECTION

SECTIONALTERNATE

TOP CONNECTION

318" WIDE BY 9 14" MIN.

DEPTH HEADER BYOTHERS


8" HEADER)

STRONG-WALL®

WOOD SHEARWALL

ATTACH WOOD FURRING BLOCKS BETWEENPORTAL STRAPS AND HEADER WITH 2

ROWS OF 8-10d COMMON NAILS. MINIMUMSHIM SIZE IS 3 8" x 21

2" x 914".

STRONG-WALL®


WOOD SHEARWALL

PORTAL STRAPSAND STRAP NAILING NOT

SHOWN FOR CLARITY



3/WSW2 – ALTERNATE WSW GARAGE FRONT OPTIONS

FIGURE 3—STRONG-WALL WOOD SHEARWALL GARAGE FRONT DETAILS (Continued) (3/WSW2)

1. IF REQUIRED ROUGH OPENING HEIGHT EXCEEDS TABLE VALUE,SPECIFY NEXT TALLER PANEL AND TRIM AS NECESSARY. THESTRONG-WALL® WOOD SHEARWALL MAY BE TRIMMED TO AMINIMUM HEIGHT OF 741

2".2. FURRING DOWN GARAGE HEADER MAY BE REQUIRED FOR

CORRECT ROUGH OPENING HEIGHT.

GARAGE WALL OPTION 1 GARAGE WALL OPTION 2

FOR GARAGE WALL OPTION 2, REGISTERED DESIGNPROFESSIONAL SHALL DESIGN AND DETAIL FOR :

1. SHEAR TRANSFER2. OUT-OF-PLANE LOADING EFFECT3. INCREASED OVERTURNING AND DRIFT DUE TO

ADDITIONAL HEIGHT

4

OR6 7 ALTERNATE

4


ROUGH OPENING HEIGHT

H CURB

SHEAR TRANSFERDESIGN AND DETAILSBY OTHERS

POST ANDCONNECTIONDETAILS BYOTHERS

318" MIN. WIDTH BY 9 14" MIN. DEPTH

HEADER BY OTHERS. FOR WSW ANDHEADER FURRING REQUIREMENTS,

WHEN APPLICABLE, SEE DETAILS4/WSW4 AND 5/WSW4.

GARAGE HEADER ROUGH OPENING HEIGHT

MODEL NO. H CURB ROUGH OPENINGHEIGHT


512" 6'-111

2"

6" 7'-0"

WSW12x7.5WSW18x7.5WSW24x7.5

0" 7'-112"


512" 8'-23

4"

6" 8'-314"

STRONG-WALL®

WOOD SHEARWALL

STRONG-WALL®

WOOD SHEARWALL

OR6 7 ALTERNATE

WHEN WSW-PS STRAPS OMITTED,ALLOWABLE SHEAR VALUES FORSTANDARD PANEL APPLY.


2/WSW3 – TWO-STORY STACKED ELEVATION

FIGURE 4—STRONG-WALL WOOD SHEARWALL TWO-STORY STACKED DETAILS (2/WSW3)

h3 h4

h2

h1

LEGEND:

• h1 = 1ST STORY WSW HEIGHT; TOPOF CONCRETE TO UNDERSIDEOF 1ST STORY TOP PLATES (IN.)

• h2 = TOTAL ASSEMBLY HEIGHT;TOP OF CONCRETE TOUNDERSIDE OF 2ND STORY TOPPLATES (IN.)

• h3 = h4-2" = 2ND STORY WSWHEIGHT; TOP OF BEARING BLOCKTO BOTTOM OF 2ND STORY TOPPLATES (IN.)

• h4 = TOP OF 1ST STORY TOPPLATES TO UNDERSIDE OF 2ND

STORY TOP PLATES (IN.)

NOTES:

1. 1ST STORY WSW MUST BE THESAME WIDTH AS THE 2ND

STORY WSW.

2. JOIST AND SHEATHING MAYBE ATTACHED TO WSW WITHJOIST HANGER AND LEDGER.LOAD TRANSFER IS THERESPONSIBILITY OF THEDESIGN PROFESSIONAL OFRECORD.

3. WSW MULTI-STORY KIT (MSK)INCLUDES MSK BEARINGBLOCK AND MSK HOLDOWN.

OR6 7 ALTERNATE

OR4 5

STRONG-WALL®

WOOD SHEARWALL

STRONG-WALL®

WOOD SHEARWALL

3

MSK HOLDOWN

MSK BEARINGBLOCK



3/WSW3 – TWO-STORY STACKED INSTALLATION

FIGURE 4—STRONG-WALL WOOD SHEARWALL TWO-STORY STACKED DETAILS (Continued) (3/WSW3)

OR6 7 ALTERNATE

FOR 2X6 AND WIDER WALL FRAMING, CUT SLOTS IN TOP PLATES TO ALLOW

MSK HOLDOWN TO PASS THROUGH. DONOT NOTCH DOUBLE TOP PLATE.

SECTION4x FRAMING:

SEE 6 & 7/WSW2FOR CONNECTION

DETAILS

SECTION6x FRAMING:SEE 7/WSW2

FOR CONNECTIONDETAILS

PLAN VIEW6x FRAMING

PLACE 2ND STORY WSW OVER THE MSKHOLDOWN BOLT AND SECURE WITH HEX NUTS

(PROVIDED). SNUG TIGHT FIT REQUIRED;DO NOT USE AN IMPACT WRENCH.




2ND STORYSTRONG-WALL®

WOOD SHEARWALL

1ST STORYSTRONG-WALL®

WOOD SHEARWALL

ATTACH MSK HOLDOWN TOFIRST STORY WSW PANEL

USING 10d x 212" NAILS MIN.

MSKBEARINGBLOCK



10/WSW2 – TRIM ZONES AND ALLOWABLE HOLES

FIGURE 5—STRONG-WALL WOOD SHEARWALL HOLE PLACEMENT DETAILS (10/WSW2)

HOLES• 45

8"-DIAMETER HOLES, MAX.• MAX. OF TWO 45

8"-DIAMETER HOLES OR ONE41

4" x 12" HOLE• NO MIN. ON-CENTER

SPACING REQUIRED

HOLES FORWSW24X7 PANEL ONLY• MAX. OF ONE 45

8" x 6" HOLE• 8" FROM TOP OF PANEL, MIN.

NO HOLESALLOWED INTOP 8" OFPANEL

FACE DRILL ZONECENTER 45

8" OF PANELFACE AS SHOWN

12" ABOVE EXISTINGHOLE, MIN.

16"

2418"

EDGE DRILL ZONEMIDDLE 13 OF PANEL

THICKNESS

HOLES• MAX. THREE HOLES

IN FACE AND THREEIN EDGE.

• 34"-DIAMETER

HOLES, MAX.• 6" O.C., MIN.

NO EDGE HOLESALLOWED IN LOWER

26" OF PANEL

NO FACEHOLESALLOWED INLOWER 40" OFPANEL

FACE DRILL ZONEMAINTAIN 11

2" MIN.EDGE DISTANCEFROM CHASE ANDOUTSIDE EDGE,TYPICAL.

NO HOLESALLOWED INTOP 8" OFPANEL

ALLOWABLE SMALL HOLESFACE AND EDGE DRILL ZONES

ALLOWABLE LARGE HOLESIN ADDITION TO ALLOWABLE SMALL HOLES


1/WSW1 – STRONG-WALL WOOD SHEARWALL ANCHORAGE – TYPICAL SECTIONS

FIGURE 6—STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (1/WSW1)

CURB OR STEMWALL FOUNDATIONSLAB ON GRADE FOUNDATION

218"

de

INTERIOR FOUNDATION

NOTES:1. SEE 2/WSW1 FOR DIMENSIONS AND ADDITIONAL NOTES.2. SEE 5/WSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED.3. MAXIMUM H = le - de. SEE 3/WSW1 AND 4/WSW1 FOR le.

H

W

218"

de

H

218"

de

H218"

de

BRICK LEDGE FOUNDATION

WSW-AB

SHEAR REINFORCEMENTPER 5/WSW1 WHENREQUIRED.

MINIMUM CURB/STEMWALLWIDTH PER 5/WSW1.

WSW-AB


MINIMUM CURB/STEMWALLWIDTH PER 5/WSW1.

WSW-AB


WSW-AB


1/2 W 1/2 W

W

1/2 W 1/2 W

W

1/2 W 1/2 W

W

1/2 W 1/2 W

5" MIN. FORWSW-AB7/86" MIN FORWSW-AB1





2/WSW1 – STRONG-WALL WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE

FIGURE 6—STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (Continued) (2/WSW1)

WSW ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE

DESIGNCRITERIA

CONCRETECONDITION

ANCHORSTRENGTH

WSW-AB7/8 ANCHOR BOLT WSW-AB1 ANCHOR BOLTASD

ALLOWABLETENSION (lb.)

W (in.) de (in.)ASD


W (in.) de (in.)

SEISMIC

CRACKED

STANDARD11,900 27 9 16,100 33 1113,100 29 10 17,100 35 12

HIGHSTRENGTH

24,900 43 15 33,000 51 1727,100 46 16 35,300 54 18

UNCRACKED

STANDARD12,500 24 8 15,700 28 1013,100 25 9 17,100 30 10

HIGHSTRENGTH

25,300 38 13 32,300 44 1527,100 40 14 35,300 47 16

WIND

CRACKED

STANDARD

5,100 14 6 6,200 16 68,700 20 7 11,400 24 8

13,100 27 9 17,100 32 11

HIGHSTRENGTH

15,900 30 10 21,100 36 1218,400 33 11 27,300 42 1423,100 38 13 31,800 46 1627,100 42 14 35,300 50 17

UNCRACKED

STANDARD

5,000 12 6 6,400 14 69,300 18 6 12,500 22 8

13,100 23 8 17,100 28 10

HIGHSTRENGTH

15,200 25 9 21,900 32 1119,900 30 10 26,400 36 1224,000 34 12 31,500 40 1427,100 37 13 35,300 43 15

SEE TABLE BELOW FOR DIMENSIONS

W

12 W 1

2 W

12 W

12 W

FOUNDATION PLAN VIEW

NOTES:1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D AND ACI 318-14 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 318-11 SECTION D.3.3.4.3 AND ACI 318-14 SECTION 17.2.3.4.3.4. 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 de.

SIMPSON STRONG-WALLWOOD SHEARWALL

WSW-AB

SLAB OR CURB ANDSURROUNDING FOUNDATIONNOT SHOWN FOR CLARITY


2/WSW1 – STRONG-WALL WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE



DESIGNCRITERIA

CONCRETECONDITION

ANCHORSTRENGTH



W (in.) de (in.)ASD


W (in.) de (in.)

SEISMIC

CRACKED

STANDARD12,300 26 9 16,000 31 1113,100 28 10 17,100 33 11

HIGHSTRENGTH

25,200 41 14 32,700 48 1627,100 43 15 35,300 51 17

UNCRACKED

STANDARD12,000 22 8 16,300 27 913,100 24 8 17,100 28 10

HIGHSTRENGTH

25,300 36 12 32,700 42 1427,100 38 13 35,300 44 15

WIND

CRACKED

STANDARD

5,000 13 6 5,600 14 68,800 19 7 10,200 21 7

13,100 25 9 17,100 30 10

HIGHSTRENGTH

15,700 28 10 20,100 33 1119,200 32 11 25,300 38 1323,200 36 12 32,300 44 1527,100 40 14 35,300 47 16

UNCRACKED

STANDARD

5,500 12 6 6,200 13 68,500 16 6 12,800 21 7

13,100 22 8 17,100 26 9

HIGHSTRENGTH

16,600 25 9 21,800 30 1019,700 28 10 25,200 33 1124,000 32 11 31,700 38 1327,100 35 12 35,300 41 14


DESIGNCRITERIA

CONCRETECONDITION

ANCHORSTRENGTH



W (in.) de (in.)ASD


W (in.) de (in.)

SEISMIC

CRACKED

STANDARD12,600 23 8 16,000 27 913,100 24 8 17,100 29 10

HIGHSTRENGTH

24,800 36 12 32,100 42 1427,100 38 13 35,300 45 15

UNCRACKED

STANDARD12,700 20 7 15,700 23 813,100 21 7 17,100 25 9

HIGHSTRENGTH

24,600 31 11 32,500 37 1327,100 34 12 35,300 39 13

WIND

CRACKED

STANDARD

5,400 12 6 6,800 14 68,300 16 6 11,600 20 7

13,100 22 8 17,100 26 9

HIGHSTRENGTH

15,300 24 8 21,400 30 1019,300 28 10 25,800 34 1223,600 32 11 31,000 38 1327,100 36 12 35,300 42 14

UNCRACKED

STANDARD

6,800 12 6 6,800 12 69,400 15 6 12,400 18 6

13,100 19 7 17,100 23 8

HIGHSTRENGTH

16,800 22 8 21,600 26 920,300 25 9 26,700 30 1024,100 28 10 32,200 34 1227,100 31 11 35,300 36 12

NOTES:1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D AND ACI 318-14 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 318-11 SECTION D.3.3.4.3 AND ACI 318-14 SECTION 17.2.3.4.3.4. 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 de.


5/WSW1 – STRONG-WALL WOOD SHEARWALL SHEAR ANCHORAGE


HAIRPIN INSTALLATION(GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.)

ANCHOR BOLT

#3 HAIRPIN (#3 TIE SIMILAR).SEE TABLE FOR REQUIREDQUANTITY.

SECTION A-A

#3 HAIRPIN (#3 TIE SIMILAR).SEE TABLE FOR REQUIREDQUANTITY.

A

A

4" MIN

3"

LL MIN

3"

FIELD TIE AND SECURE DURINGCONCRETE PLACEMENT. OVERLAPVARIES WITH BOLT SPACING.

#3 HAIRPIN,GRADE 60 REBAR (MIN.)

ANCHOR BOLT

HAIRPIN SHEAR REINFORCEMENT TIE SHEAR REINFORCEMENT

112" CLR 11

2" CLR

h t


FIELD TIE AND SECURE DURINGCONCRETE PLACEMENT.

#3 TIE, GRADE 60REBAR (MIN.)

ANCHOR BOLT

STRONG-WALL® WOOD SHEARWALL SHEAR ANCHORAGE

MODEL

LORL

(in.)

SEISMIC 3 WIND 4

SHEARREINFORCEMENT

MINIMUMCURB/

STEMWALLWIDTH (in.)

SHEARREINFORCEMENT

MINIMUMCURB/

STEMWALLWIDTH (in.)

ASD ALLOWABLE SHEAR LOAD,V (lb.) 6

UNCRACKED CRACKED

WSW12 1014 (1) #3 HAIRPIN 85 SEE NOTE 6 6 1035 740

WSW18 15 (1) #3 HAIRPIN 85 (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVESMAXIMUM ALLOWABLE SHEAR LOAD

OF THE WSWWSW24 19 (2) #3 HAIRPINS 85 (1) #3 HAIRPIN 6NOTES:1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-11 AND ACI 318-14 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.

t

h

ANCHOR BOLT


1, 2, 3, 4, 5/WSW1.1 – WSW-AB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS

FIGURE 6—STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (Continued) (1, 2, 3, 4, 5/WSW1.1)

WSW GRADE BEAM ANCHOR REINFORCEMENT

STRONG-WALLWOOD SHEARWALL

WIDTH (in.)

ANCHORMODEL NO.

ANCHORDIAMETER (in.)

ANCHOR REINFORCEMENTFOR WIND AND SEISMIC 3,8,9

AMPLIFIED LRFD APPLIED DESIGNSEISMIC MOMENT (ft.-lbs.) 4,5,6,7

STANDARDSTRENGTH WSW-AB

HIGH STRENGTH(HS) WSW-AB

STANDARDSTRENGTH WSW-AB

HIGH STRENGTH(HS) WSW-AB

12" MODELWSW-AB7/8

WSW-AB7/8HS 7/8 4- #4 CLOSED TIES PER 6- #4 CLOSED TIES PER

24,700 24,700

18" MODEL 44,100 50,600

24" MODEL WSW-AB1WSW-AB1HS 1 2- #4 CLOSED TIES PER 4- #4 CLOSED TIES PER 75,600 93,600

LOCATE CONTINUOUSBAR AT EACH CORNER OFANCHOR REINFORCEMENT

WSW-AB

CONTINUOUS GRADE BEAMTOP AND BOTTOM REINFORCEMENT

CLOSED TIE ANCHOR REINFORCEMENT PER TABLE.

D

GRADE BEAM SHEAR TIEREINFORCEMENT BY REGISTEREDREQUIRED 10" WIDTH MAY DIFFER FROM GRADE

BY REGISTERED DESIGN PROFESSIONAL

CONTINUOUS GRADE BEAMTOP AND BOTTOM REINFORCEMENTBY REGISTERED DESIGN PROFESSIONAL

DESIGN PROFESSIONAL

SHEAR REINFORCEMENT PER5/WSW1 WHEN REQUIRED

NOTE:ANCHOR REINFORCEMENTIS FOR ANCHORAGE ONLY.GRADE BEAM DESIGN (SIZEAND REINFORCEMENT) BYREGISTERED DESIGNPROFESSIONAL.

DIMENSIONING NOTES:D: DEPTH BY REGISTERED DESIGN PROFESSIONAL (24" MIN).W: WIDTH BY REGISTERED DESIGNPROFESSIONAL (18" MIN).

DIMENSIONING NOTES:D: DEPTH BY REGISTERED DESIGN PROFESSIONAL (24" MIN).W: WIDTH BY REGISTERED DESIGNPROFESSIONAL (18" MIN).

10"

W

OPTIONALCOLD JOINT

OPTIONALCOLD JOINT

BEAM SHEAR TIE REINFORCEMENT WIDTH THAT IS

WSW-AB1

GRADE BEAM SHEAR TIEREINFORCEMENT BY REGISTEREDDESIGN PROFESSIONAL



10" MAX

5" MAX

EQ.EQ.EQ.

5" MAX

10" MAX

EQ.EQ.EQ.

CLOSED TIEANCHOR REINFORCEMENTPER TABLE

WSW-AB1HSWSW-7/8AB

GRADE BEAM SHEAR TIEREINFORCEMENT BY REGISTEREDDESIGN PROFESSIONAL



MAX7"

CLOSED TIEANCHOR REINFORCEMENTPER TABLE

MAX7"

EQUAL SPACING

WSW-7/8ABHS

WSW1.13

WSW1.14

WSW1.13

WSW1.14

3 1 2 4

NOTES:1. ANCHOR REINFORCEMENT CONFORMS TO ACI 318-14 SECTION 17.4.2.9 AND ACI 318-11 SECTION D.5.2.9. 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 318-14 SECTION 17.2.3.4.3 AND ACI 318-11 SECTION D.3.3.4.3.6. 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/WSW1.1.9. 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.

3 1 2 4

PLACE ANCHOR REINFORCEMENT WHEREINDICATED BASED ON REQUIRED QUANTITY(EX. 2 TIES REQUIRED: PLACE ATLOCATIONS MARKED 1 AND 2)

PLACE ANCHOR REINFORCEMENT WHEREINDICATED BASED ON REQUIRED QUANTITY(EX. 2 TIES REQUIRED: PLACE ATLOCATIONS MARKED 1 AND 2)

DESIGNED BY REGISTERED DESIGN PROFESSIONAL.

GRADE BEAM ELEVATION AT 24" WALL MODELS 1-WSW1.1 GRADE BEAM ELEVATION AT 12" AND 18" WALL MODELS 2-WSW1.1

GRADE BEAM SECTION AT ANCHOR REINFORCEMENT 3-WSW1.1 GRADE BEAM SECTION AWAY FROM ANCHOR REINFORCEMENT 4-WSW1.1

WSW-AB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS 5-WSW1.1

ANCHOR REIN. NOTE:MINIMUM DISTANCESFROM THE ANCHOR BOLTPLATE WASHER TO TOPAND BOTTOM OF CLOSEDTIE REINFORCEMENT ARE13" AND 5" RESPECTIVELY.

D 16" ± 12"

5 1 3 4 2 6

WSW1.11

WSW1.11

WSW1.12

WSW1.12


FIGURE 6—STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (Continued) (3, 4/WSW1, 6/WSW1.1)

24

7/8" OR 1" HIGHSTRENGTH ROD

HEAVY HEX NUTFIXED IN PLACE ONALL WSW ANCHORBOLTS

HX

HX ONEXTENSION KIT TOP OF

CONCRETE

WSW-HSR

HIGH STRENGTHCOUPLER NUT

WSW-AB

CUT TO LENGTHAS NECESSARY

WSW-HSRAND WSW-AB

ASSEMBLY

1

WSW-HSR_KT

HIGH STRENGTHCOUPLER NUT

TOP OF CONCRETE

LEN

GTH

218"

218"

ASSEMBLY le =WSW-AB le +WSW-HSR le + 21

8"

WSWPANEL MODEL MODEL NO. DIAMETER LENGTH le

WSW12AND SW18

WSW-HSR7/8-2KT 7/8" 24" 22"

WSW-HSR7/8-3KT 7/8" 36" 34"

WSW24WSW-HSR1-2KT 1" 24" 22"WSW-HSR1-3KT 1" 36" 34"

le

WSW ANCHOR BOLT EXTENSION 4-WSW1

36

HEAVY HEX NUT

HEAVY HEX NUTFIXED IN PLACE ONALL WSW-ABANCHOR BOLTS

HS

HS ON HIGHSTRENGTH MODELS

1

LEN

GTH

218"

LENGTH

DIAMETER

HEAVY HEX NUT

PLATE WASHER

WSWPANEL MODEL MODEL NO. DIAMETER LENGTH le

WSW12AND WSW18

WSW-AB7/8x24 7/8" 24" 20"

WSW-AB7/8x24HS 7/8" 24" 20"

WSW-AB7/8x30 7/8" 30" 26"

WSW-AB7/8x30HS 7/8" 30" 26"

WSW-AB7/8x36HS 7/8" 36" 32"

WSW24

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"

le

WSW ANCHOR BOLT 3-WSW1

STANDARD135 DEGREEHOOK

STANDARD90 DEGREE HOOK

10" 10"

H

DIMENSIONING NOTES:H: HEIGHT OF ANCHORREINFORCEMENTASSEMBLY BY REGISTEREDDESIGN PROFESSIONAL,SEE DETAIL 3-WSW1.1 FORMINIMUM REQUIREMENTS

#4 TWO PIECE ASSEMBLY#4 SINGLE PIECE HOOP

TOP CROSSTIE CAP

U-STIRRUP

CONSECUTIVELY PLACEDCROSSTIES MUST ALTERNATEPLACEMENT OF 90 DEGREEHOOK

CLOSED TIE ANCHOR REINFORCEMENT 6-WSW1.1


APPENDIX A Tables A1-A8 and Figures A1-A4 contained in the following appendix apply specifically to the Strong-Wall SB Shearwall (SWSB). 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 Shearwall (WSW) and SWSB. Further, all anchorage solutions defined for the WSW shall also apply to the SWSB, and the SWSB-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 SWSB as noted.

STRONG-WALL® SB SHEARWALL TABLES

TABLE A1—STRONG-WALL® SB DESCRIPTION, SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS (ASD)1,2,3,4

Seismic (SDC C-E) Wind (SDC A-B)

Model No. Nominal

Width (in)

Height (in)

Allowable Shear (lbs)

Drift at Allowable Shear (in)

Hold-down Uplift at




Hold-down Uplift at


Panel

Weight (lbs)

SWSB 24x7 24 78 5,150 0.29 20,800 5,200 0.30 21,000 170 SWSB 12x8 12 93.25 905 0.38 9,715 995 0.43 10,680 105 SWSB 18x8 18 93.25 2,215 0.37 14,185 2,435 0.44 15,590 150 SWSB 24x8 24 93.25 4,435 0.37 21,415 4,880 0.42 23,560 200 SWSB 12x9 12 105.25 790 0.43 9,570 890 0.48 10,780 115 SWSB 18x9 18 105.25 1,905 0.43 13,770 2,090 0.51 15,105 170 SWSB 24x9 24 105.25 3,905 0.42 21,280 4,295 0.47 23,405 225 SWSB 12x10 12 117.25 605 0.49 8,165 665 0.54 8,975 125 SWSB 18x10 18 117.25 1,725 0.48 13,890 1,895 0.57 15,255 185 SWSB 24x10 24 117.25 3,325 0.47 20,185 3,660 0.53 22,220 250 SWSB 12x11 12 129.25 545 0.54 8,110 600 0.60 8,925 140 SWSB 18x11 18 129.25 1,530 0.53 13,580 1,685 0.64 14,955 205 SWSB 24x11 24 129.25 3,010 0.52 20,145 3,315 0.59 22,185 270 SWSB 12x12 12 141.25 485 0.59 7,885 535 0.65 8,700 150 SWSB 18x12 18 141.25 1,340 0.59 12,995 1,475 0.70 14,305 220 SWSB 24x12 24 141.25 2,695 0.57 19,710 2,965 0.64 21,685 295 SWSB 18x13 18 153.25 1,200 0.64 14,185 1,320 0.74 13,890 240 SWSB 24x13 24 153.25 2,440 0.63 21,415 2,685 0.70 21,305 320 SWSB 18x16 18 192 770 0.77 14,185 845 0.86 11,140 290 SWSB 24x16 24 192 1,650 0.80 21,415 1,815 0.89 18,045 390 SWSB 18x20 18 240 550 0.97 14,185 605 1.08 9,970 365 SWSB 24x20 24 240 1,150 1.00 21,415 1,265 1.11 15,720 490

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1Loads shown are the maximum allowable load based on AC130 tests. For allowable loads with various support conditions, see Table A2. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches, 14.563 inches and 19.313 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. 3To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, interpolate between nearest SWSB heights. Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 4All SWSB'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 SWSB with 10d nails at 16" on-center spacing.


TABLE A2—STRONG-WALL® SB ALLOWABLE SHEAR LOADS (ASD) FOR DIRECT ATTACHMENT TO CONCRETE FOUNDATIONS OR FOOTINGS1,2,3,4,5,6,7

2,500 psi Concrete Strength 2,500 psi Concrete Strength w/Bearing Plate9 3,000 psi Concrete Strength

Model No.

Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B)

Allowable Axial Compression

Load8 (lbs)













SWSB 24x7 4,000 5,150 0.29 5,200 0.30 5,150 0.29 5,200 0.30 5,150 0.29 5,200 0.30 6,000 5,150 0.29 5,182 0.29 5,150 0.29 5,200 0.30 5,150 0.29 5,200 0.30 8,000 5,150 0.29 4,935 0.28 5,150 0.29 5,200 0.30 5,150 0.29 5,200 0.30

SWSB 12x8 4,500 905 0.38 995 0.43 905 0.38 995 0.43 905 0.38 995 0.43

SWSB 18x8

0 2,215 0.37 2,293 0.41 2,215 0.37 2,435 0.44 2,215 0.37 2,435 0.44 2,000 2,215 0.37 2,137 0.39 2,215 0.37 2,435 0.44 2,215 0.37 2,435 0.44 4,000 2,215 0.37 1,981 0.36 2,215 0.37 2,435 0.44 2,215 0.37 2,338 0.42 6,000 2,152 0.36 1,825 0.33 2,215 0.37 2,296 0.41 2,215 0.37 2,182 0.39 8,000 1,996 0.33 1,669 0.30 2,215 0.37 2,147 0.39 2,215 0.37 2,025 0.37

SWSB 24x8

0 4,435 0.37 4,880 0.42 4,435 0.37 4,880 0.42 4,435 0.37 4,880 0.42 2,000 4,435 0.37 4,749 0.41 4,435 0.37 4,880 0.42 4,435 0.37 4,880 0.42 4,000 4,435 0.37 4,542 0.39 4,435 0.37 4,880 0.42 4,435 0.37 4,880 0.42 6,000 4,435 0.37 4,335 0.37 4,435 0.37 4,823 0.41 4,435 0.37 4,880 0.42 8,000 4,435 0.37 4,128 0.35 4,435 0.37 4,621 0.39 4,435 0.37 4,880 0.42

SWSB 12x9 4,500 790 0.43 890 0.48 790 0.43 890 0.48 790 0.43 890 0.48

SWSB 18x9

0 1,905 0.43 2,032 0.50 1,905 0.43 2,090 0.51 1,905 0.43 2,090 0.51 1,000 1,905 0.43 1,963 0.48 1,905 0.43 2,090 0.51 1,905 0.43 2,090 0.51 2,000 1,905 0.43 1,893 0.46 1,905 0.43 2,090 0.51 1,905 0.43 2,090 0.51 4,000 1,905 0.43 1,755 0.43 1,905 0.43 2,090 0.51 1,905 0.43 2,071 0.51 6,000 1,905 0.43 1,617 0.39 1,905 0.43 2,034 0.50 1,905 0.43 1,933 0.47 8,000 1,769 0.40 1,478 0.36 1,905 0.43 1,902 0.46 1,905 0.43 1,794 0.44

SWSB 24x9

0 3,905 0.42 4,295 0.47 3,905 0.42 4,295 0.47 3,905 0.42 4,295 0.47 2,000 3,905 0.42 4,208 0.46 3,905 0.42 4,295 0.47 3,905 0.42 4,295 0.47 4,000 3,905 0.42 4,024 0.44 3,905 0.42 4,295 0.47 3,905 0.42 4,295 0.47 6,000 3,905 0.42 3,841 0.42 3,905 0.42 4,273 0.47 3,905 0.42 4,295 0.47 8,000 3,905 0.42 3,657 0.40 3,905 0.42 4,094 0.45 3,905 0.42 4,295 0.47

SWSB 12x10 4,500 605 0.49 665 0.54 605 0.49 665 0.54 605 0.49 665 0.54

SWSB 18x10

0 1,725 0.48 1,824 0.55 1,725 0.48 1,895 0.57 1,725 0.48 1,895 0.57 1,000 1,725 0.48 1,762 0.53 1,725 0.48 1,895 0.57 1,725 0.48 1,895 0.57 2,000 1,725 0.48 1,700 0.51 1,725 0.48 1,895 0.57 1,725 0.48 1,895 0.57 4,000 1,725 0.48 1,575 0.47 1,725 0.48 1,895 0.57 1,725 0.48 1,859 0.56 6,000 1,712 0.48 1,451 0.44 1,725 0.48 1,826 0.55 1,725 0.48 1,735 0.52 8,000 1,588 0.44 1,327 0.40 1,725 0.48 1,707 0.51 1,725 0.48 1,611 0.48

SWSB 24x10

0 3,325 0.47 3,660 0.53 3,325 0.47 3,660 0.53 3,325 0.47 3,660 0.53 2,000 3,325 0.47 3,660 0.53 3,325 0.47 3,660 0.53 3,325 0.47 3,660 0.53 4,000 3,325 0.47 3,612 0.52 3,325 0.47 3,660 0.53 3,325 0.47 3,660 0.53 6,000 3,325 0.47 3,448 0.50 3,325 0.47 3,660 0.53 3,325 0.47 3,660 0.53 8,000 3,325 0.47 3,283 0.48 3,325 0.47 3,660 0.53 3,325 0.47 3,660 0.53

SWSB 12x11 4,500 545 0.54 600 0.60 545 0.54 600 0.60 545 0.54 600 0.60

SWSB 18x11

0 1,530 0.53 1,654 0.63 1,530 0.53 1,685 0.64 1,530 0.53 1,685 0.64 1,000 1,530 0.53 1,598 0.61 1,530 0.53 1,685 0.64 1,530 0.53 1,685 0.64 2,000 1,530 0.53 1,542 0.59 1,530 0.53 1,685 0.64 1,530 0.53 1,685 0.64 4,000 1,530 0.53 1,429 0.54 1,530 0.53 1,685 0.64 1,530 0.53 1,685 0.64 6,000 1,530 0.53 1,316 0.50 1,530 0.53 1,657 0.63 1,530 0.53 1,574 0.60 8,000 1,440 0.50 1,204 0.46 1,530 0.53 1,549 0.59 1,530 0.53 1,461 0.56

SWSB 24x11

2,000 3,010 0.52 3,315 0.59 3,010 0.52 3,315 0.59 3,010 0.52 3,315 0.59 4,000 3,010 0.52 3,277 0.58 3,010 0.52 3,315 0.59 3,010 0.52 3,315 0.59 6,000 3,010 0.52 3,127 0.55 3,010 0.52 3,315 0.59 3,010 0.52 3,315 0.59 8,000 3,010 0.52 2,978 0.53 3,010 0.52 3,315 0.59 3,010 0.52 3,315 0.59

SWSB 12x12 4,500 485 0.59 535 0.65 485 0.59 535 0.65 485 0.59 535 0.65

SWSB 18x12

0 1,340 0.59 1,475 0.70 1,340 0.59 1,475 0.70 1,340 0.59 1,475 0.70 2,000 1,340 0.59 1,411 0.67 1,340 0.59 1,475 0.70 1,340 0.59 1,475 0.70 4,000 1,340 0.59 1,308 0.62 1,340 0.59 1,475 0.70 1,340 0.59 1,475 0.70 6,000 1,340 0.59 1,205 0.57 1,340 0.59 1,475 0.70 1,340 0.59 1,440 0.68 8,000 1,318 0.58 1,102 0.52 1,340 0.59 1,417 0.67 1,340 0.59 1,337 0.63

SWSB 24x12 4,000 2,695 0.57 2,965 0.64 2,695 0.57 2,965 0.64 2,695 0.57 2,965 0.64 6,000 2,695 0.57 2,862 0.62 2,695 0.57 2,965 0.64 2,695 0.57 2,965 0.64 8,000 2,695 0.57 2,725 0.59 2,695 0.57 2,965 0.64 2,695 0.57 2,965 0.64

SWSB 18x13 1,000 1,200 0.64 1,320 0.74 1,200 0.64 1,320 0.74 1,200 0.64 1,320 0.74 2,000 1,200 0.64 1,300 0.73 1,200 0.64 1,320 0.74 1,200 0.64 1,320 0.74 3,010 1,200 0.64 1,252 0.70 1,200 0.64 1,320 0.74 1,200 0.64 1,320 0.74


TABLE A2—STRONG-WALL® SB ALLOWABLE SHEAR LOADS (ASD) FOR DIRECT ATTACHMENT TO CONCRETE FOUNDATIONS OR FOOTINGS1,2,3,4,5,6,7 (Continued)


Model No.

Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B)


Load8 (lbs)













SWSB 24x13 2,000 2,440 0.63 2,685 0.70 2,440 0.63 2,685 0.70 2,440 0.63 2,685 0.70 4,000 2,440 0.63 2,685 0.70 2,440 0.63 2,685 0.70 2,440 0.63 2,685 0.70 4,850 2,440 0.63 2,685 0.70 2,440 0.63 2,685 0.70 2,440 0.63 2,685 0.70

SWSB 18x14 3,010 1,030 0.69 1,130 0.78 1,030 0.69 1,130 0.78 1,030 0.69 1,130 0.78 SWSB 24x14 4,850 2,130 0.69 2,340 0.77 2,130 0.69 2,340 0.77 2,130 0.69 2,340 0.77 SWSB 18x16 3,010 770 0.77 845 0.86 770 0.77 845 0.86 770 0.77 845 0.86 SWSB 24x16 4,850 1,650 0.80 1,815 0.89 1,650 0.80 1,815 0.89 1,650 0.80 1,815 0.89 SWSB 18x18 3,010 660 0.87 725 0.97 660 0.87 725 0.97 660 0.87 725 0.97 SWSB 24x18 4,850 1,400 0.90 1,540 1.00 1,400 0.90 1,540 1.00 1,400 0.90 1,540 1.00 SWSB 18x20 3,010 550 0.97 605 1.08 550 0.97 605 1.08 550 0.97 605 1.08 SWSB 24x20 4,850 1,150 1.00 1,265 1.11 1,150 1.00 1,265 1.11 1,150 1.00 1,265 1.11

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1Table values assume foundation and anchorage solutions shown in Figure 6. 2Values shown in the table are at allowable stress design level resistance. No increase for duration of load is allowed. 3To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, straight line interpolate between nearest SWSB heights. 4To calculate allowable shear loads and drifts for panels with an axial load between those listed, straight line interpolation of values is allowed. 5Allowable Axial Loads and Allowable Shear Loads are assumed to act in combination with each other. 6All SWSB's taller than 18' require a 2x6 minimum full-length stud attached to the 3.5-inch edges of the panel. Attach studs to SWSB with 10d nails at 16 inch on-center spacing. 7Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches, 14.563 inches and 19.313 inches for 12-inch, 18-inch and 24-inch SWSBs respectively. In-plane shear must also be considered in hold-down anchor design. 8Half of the applied axial load is assumed to be supported by each SWSB hold down device. 9See Section 4.1.1 for bearing plate details.


TABLE A3—STRONG-WALL® SB DESCRIPTION, SIZES AND MAXIMUM ALLOWABLE SHEAR LOADS (ASD) FOR PORTAL ASSEMBLIES1,2,3


Model No. Nominal

Width (in)

Height (in)



Hold-down Uplift at




Hold-down Uplift at


Dou

ble

Porta

l

SWSB 12x7 12 78 2,730 0.29 9,805 3,000 0.31 10,775

SWSB 18x7 18 78 5,600 0.30 13,495 6,160 0.33 14,845

SWSB 24x7 24 78 10,300 0.29 20,800 10,400 0.30 21,000

SWSB 12x7.5 12 85.5 2,520 0.32 9,920 2,770 0.35 10,905

SWSB 18x7.5 18 85.5 5,380 0.34 14,215 5,910 0.37 15,615

SWSB 12x8 12 93.25 2,310 0.35 9,915 2,540 0.39 10,905

SWSB 18x8 18 93.25 5,150 0.37 14,840 5,665 0.40 16,325

SWSB 24x8 24 93.25 8,870 0.37 21,415 9,760 0.42 23,560

SWSB 12x9 12 105.25 1,580 0.43 9,570 1,780 0.48 10,780

SWSB 18x9 18 105.25 3,810 0.43 13,770 4,180 0.51 15,105

SWSB 24x9 24 105.25 7,810 0.42 21,280 8,590 0.47 23,405

Sing

le P

orta

l

SWSB 12x7 12 78 1,300 0.27 9,335 1,430 0.33 10,270

SWSB 18x7 18 78 2,800 0.31 13,495 3,080 0.36 14,845

SWSB 24x7 24 78 5,150 0.29 20,800 5,200 0.30 21,000

SWSB 12x7.5 12 85.5 1,200 0.31 9,450 1,320 0.38 10,390

SWSB 18x7.5 18 85.5 2,625 0.33 13,870 2,885 0.40 15,245

SWSB 12x8 12 93.25 1,100 0.35 9,445 1,210 0.42 10,390

SWSB 18x8 18 93.25 2,450 0.36 14,120 2,695 0.43 15,530

SWSB 24x8 24 93.25 4,435 0.37 21,415 4,880 0.42 23,560

SWSB 12x9 12 105.25 790 0.43 9,570 890 0.48 10,780

SWSB 18x9 18 105.25 1,905 0.43 13,770 2,090 0.51 15,105

SWSB 24x9 24 105.25 3,905 0.42 21,280 4,295 0.47 23,405

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1Loads shown are the maximum allowable capacity based on AC130 tests. For allowable loads with various support conditions, see Table A4. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches, 14.563 inches and 19.313 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 93.25 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. 3Panels 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 SWSB heights or use the allowable load of the taller SWSB. Determine the hold-down uplift value in accordance with Section 4.1.4 of this report.


TABLE A4—STRONG-WALL® SB ALLOWABLE SHEAR LOADS (ASD) FOR PORTAL APPLICATIONS DIRECTLY ATTACHED TO CONCRETE FOUNDATIONS OR FOOTINGS1,2,3,4,5,6


Model No.

Allowable Axial

Compression Load7 (lbs)

Seismic (SDC C-E) Wind (SDC A-B) Seismic

(SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B)


Drift at Allowable

Shear (in)


Drift at Allowable

Shear (in)


Drift at Allowable

Shear (in)


Drift at Allowable

Shear (in)


Drift at Allowable

Shear (in)


Drift at Allowable

Shear (in)

Dou

ble

Porta

ls

SWSB 12x7

6,000 2,730 0.29 3,000 0.31 2,730 0.29 3,000 0.31 2,730 0.29 3,000 0.31 8,000 2,730 0.29 2,975 0.31 2,730 0.29 3,000 0.31 2,730 0.29 3,000 0.31

SWSB 18x7

0 5,600 0.30 6,092 0.33 5,600 0.30 6,160 0.33 5,600 0.30 6,160 0.33 2,000 5,600 0.30 5,677 0.30 5,600 0.30 6,160 0.33 5,600 0.30 6,160 0.33 4,000 5,600 0.30 5,263 0.28 5,600 0.30 6,160 0.33 5,600 0.30 6,160 0.33 6,000 5,600 0.30 4,848 0.26 5,600 0.30 6,101 0.33 5,600 0.30 5,796 0.31 8,000 5,303 0.28 4,433 0.24 5,600 0.30 5,703 0.31 5,600 0.30 5,381 0.29

SWSB 24x7 8,000 10,300 0.29 10,400 0.30 10,300 0.29 10,400 0.30 10,300 0.29 10,400 0.30

SWSB 12x7.5

6,000 2,520 0.32 2,770 0.35 2,520 0.32 2,770 0.35 2,520 0.32 2,770 0.35 8,000 2,520 0.32 2,714 0.34 2,520 0.32 2,770 0.35 2,520 0.32 2,770 0.35

SWSB 18x7.5

0 5,380 0.34 5,558 0.35 5,380 0.34 5,910 0.37 5,380 0.34 5,910 0.37 2,000 5,380 0.34 5,179 0.32 5,380 0.34 5,910 0.37 5,380 0.34 5,910 0.37 4,000 5,380 0.34 4,801 0.30 5,380 0.34 5,910 0.37 5,380 0.34 5,666 0.35 6,000 5,217 0.33 4,422 0.28 5,380 0.34 5,565 0.35 5,380 0.34 5,287 0.33 8,000 4,838 0.31 4,044 0.25 5,380 0.34 5,203 0.33 5,380 0.34 4,909 0.31

SWSB 12x8

6,000 2,310 0.35 2,540 0.39 2,310 0.35 2,540 0.39 2,310 0.35 2,540 0.39 8,000 2,310 0.35 2,489 0.38 2,310 0.35 2,540 0.39 2,310 0.35 2,540 0.39

SWSB 18x8

0 5,150 0.37 5,096 0.36 5,150 0.37 5,665 0.40 5,150 0.37 5,665 0.40 2,000 5,150 0.37 4,749 0.34 5,150 0.37 5,665 0.40 5,150 0.37 5,542 0.39 4,000 5,130 0.37 4,402 0.31 5,150 0.37 5,435 0.38 5,150 0.37 5,195 0.37 6,000 4,783 0.34 4,055 0.29 5,150 0.37 5,103 0.36 5,150 0.37 4,848 0.34 8,000 4,436 0.32 3,708 0.26 5,150 0.37 4,771 0.34 5,150 0.37 4,501 0.32

SWSB 24x8

2,000 8,870 0.37 9,760 0.42 8,870 0.37 9,760 0.42 8,870 0.37 9,760 0.42 4,000 8,870 0.37 9,672 0.42 8,870 0.37 9,760 0.42 8,870 0.37 9,760 0.42 6,000 8,870 0.37 9,231 0.40 8,870 0.37 9,760 0.42 8,870 0.37 9,760 0.42 8,000 8,870 0.37 8,790 0.38 8,870 0.37 9,760 0.42 8,870 0.37 9,760 0.42

SWSB 12x9

6,000 1,580 0.43 1,780 0.48 1,580 0.43 1,780 0.48 1,580 0.43 1,780 0.48 8,000 1,580 0.43 1,764 0.48 1,580 0.43 1,780 0.48 1,580 0.43 1,780 0.48

SWSB 18x9

0 3,810 0.43 4,064 0.50 3,810 0.43 4,180 0.51 3,810 0.43 4,180 0.51 2,000 3,810 0.43 3,787 0.46 3,810 0.43 4,180 0.51 3,810 0.43 4,180 0.51 4,000 3,810 0.43 3,510 0.43 3,810 0.43 4,180 0.51 3,810 0.43 4,142 0.51 6,000 3,810 0.43 3,233 0.39 3,810 0.43 4,069 0.50 3,810 0.43 3,866 0.47 8,000 3,537 0.40 2,957 0.36 3,810 0.43 3,804 0.46 3,810 0.43 3,589 0.44

SWSB 24x9

2,000 7,810 0.42 8,590 0.47 7,810 0.42 8,590 0.47 7,810 0.42 8,590 0.47 4,000 7,810 0.42 8,569 0.47 7,810 0.42 8,590 0.47 7,810 0.42 8,590 0.47 6,000 7,810 0.42 8,178 0.45 7,810 0.42 8,590 0.47 7,810 0.42 8,590 0.47 8,000 7,810 0.42 7,788 0.43 7,810 0.42 8,590 0.47 7,810 0.42 8,590 0.47

Sing

le P

orta

ls

SWSB 12x7 8,000 1,300 0.27 1,430 0.33 1,300 0.27 1,430 0.33 1,300 0.27 1,430 0.33

SWSB 18x7

0 2,800 0.31 3,046 0.36 2,800 0.31 3,080 0.36 2,800 0.31 3,080 0.36 2,000 2,800 0.31 2,839 0.33 2,800 0.31 3,080 0.36 2,800 0.31 3,080 0.36 4,000 2,800 0.31 2,631 0.31 2,800 0.31 3,080 0.36 2,800 0.31 3,080 0.36 6,000 2,800 0.31 2,424 0.28 2,800 0.31 3,050 0.36 2,800 0.31 2,898 0.34 8,000 2,652 0.29 2,216 0.26 2,800 0.31 2,852 0.33 2,800 0.31 2,690 0.31

SWSB 24x7

4,000 5,150 0.29 5,200 0.30 5,150 0.29 5,200 0.30 5,150 0.29 5,200 0.30 6,000 5,150 0.29 5,182 0.30 5,150 0.29 5,200 0.30 5,150 0.29 5,200 0.30 8,000 5,150 0.29 4,935 0.28 5,150 0.29 5,200 0.30 5,150 0.29 5,200 0.30

SWSB 12x7.5 8,000 1,200 0.31 1,320 0.38 1,200 0.31 1,320 0.38 1,200 0.31 1,320 0.38

SWSB 18x7.5

0 2,625 0.33 2,779 0.39 2,625 0.33 2,885 0.40 2,625 0.33 2,885 0.40 2,000 2,625 0.33 2,590 0.36 2,625 0.33 2,885 0.40 2,625 0.33 2,885 0.40 4,000 2,625 0.33 2,400 0.33 2,625 0.33 2,885 0.40 2,625 0.33 2,833 0.39 6,000 2,608 0.33 2,211 0.31 2,625 0.33 2,783 0.39 2,625 0.33 2,644 0.37 8,000 2,419 0.30 2,022 0.28 2,625 0.33 2,602 0.36 2,625 0.33 2,454 0.34


TABLE A4—STRONG-WALL® SB ALLOWABLE SHEAR LOADS (ASD) FOR PORTAL APPLICATIONS DIRECTLY ATTACHED TO CONCRETE FOUNDATIONS OR FOOTINGS1,2,3,4,5,6 (Continued)

2,500 psi Concrete Strength 2,500 psi Concrete Strength w/Bearing

Plate8 3,000 psi Concrete Strength

Model No.

Allowable Axial

Compression Load7 (lbs)

Seismic (SDC C-E) Wind (SDC A-B) Seismic

(SDC C-E) Wind (SDC A-B) Seismic (SDC C-E) Wind (SDC A-B)


Drift at Allowable

Shear (in)


Drift at Allowable

Shear (in)




Drift at Allowable

Shear (in)


Drift at Allowable

Shear (in)


Drift at Allowable

Shear (in)

Sing

le P

orta

ls

SWSB 12x8 8,000 1,100 0.35 1,210 0.42 1,100 0.35 1,210 0.42 1,100 0.35 1,210 0.42

SWSB 18x8

0 2,450 0.36 2,548 0.41 2,450 0.36 2,695 0.43 2,450 0.36 2,695 0.43

2,000 2,450 0.36 2,375 0.38 2,450 0.36 2,695 0.43 2,450 0.36 2,695 0.43

4,000 2,450 0.36 2,201 0.35 2,450 0.36 2,695 0.43 2,450 0.36 2,597 0.41

6,000 2,392 0.35 2,027 0.32 2,450 0.36 2,551 0.41 2,450 0.36 2,424 0.39

8,000 2,218 0.33 1,854 0.30 2,450 0.36 2,385 0.38 2,450 0.36 2,250 0.36

SWSB 24x8

0 4,435 0.37 4,880 0.42 4,435 0.37 4,880 0.42 4,435 0.37 4,880 0.42

2,000 4,435 0.37 4,749 0.41 4,435 0.37 4,880 0.42 4,435 0.37 4,880 0.42

4,000 4,435 0.37 4,542 0.39 4,435 0.37 4,880 0.42 4,435 0.37 4,880 0.42

6,000 4,435 0.37 4,335 0.37 4,435 0.37 4,823 0.42 4,435 0.37 4,880 0.42

8,000 4,435 0.37 4,128 0.36 4,435 0.37 4,621 0.40 4,435 0.37 4,880 0.42

SWSB 12x9 8,000 790 0.43 882 0.48 790 0.43 890 0.48 790 0.43 890 0.48

SWSB 18x9

0 1,905 0.43 2,032 0.50 1,905 0.43 2,090 0.51 1,905 0.43 2,090 0.51

2,000 1,905 0.43 1,893 0.46 1,905 0.43 2,090 0.51 1,905 0.43 2,090 0.51

4,000 1,905 0.43 1,755 0.43 1,905 0.43 2,090 0.51 1,905 0.43 2,071 0.51

6,000 1,905 0.43 1,617 0.39 1,905 0.43 2,034 0.50 1,905 0.43 1,933 0.47

8,000 1,769 0.40 1,478 0.36 1,905 0.43 1,902 0.46 1,905 0.43 1,794 0.44

SWSB 24x9

0 3,905 0.42 4,295 0.47 3,905 0.42 4,295 0.47 3,905 0.42 4,295 0.47

2,000 3,905 0.42 4,208 0.46 3,905 0.42 4,295 0.47 3,905 0.42 4,295 0.47

4,000 3,905 0.42 4,024 0.44 3,905 0.42 4,295 0.47 3,905 0.42 4,295 0.47

6,000 3,905 0.42 3,841 0.42 3,905 0.42 4,273 0.47 3,905 0.42 4,295 0.47

8,000 3,905 0.42 3,657 0.40 3,905 0.42 4,094 0.45 3,905 0.42 4,295 0.47

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1Table values assume foundation and anchorage solutions shown in Figure 6. 2Hold-down uplift at allowable shear is based on a moment arm of 8.688 inches, 14.563 inches and 19.313 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. 3Panels 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 SWSB heights or use the allowable load of the taller SWSB. Determine the hold-down uplift value in accordance with Section 4.1.4 of this report. 4To 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. 5Allowable Axial Loads and Allowable Shear Loads are assumed to act in combination with each other. 6Portal application must be connected directly to a concrete foundation or footing. 7Axial load can be a point load applied at any point on the top of the panel. 8See Section 4.1.1 for bearing plate details.


TABLE A5—STRONG-WALL® SB DESCRIPTION, SIZES AND ALLOWABLE SHEAR LOADS (ASD) FOR A STANDARD PANEL IN 2ND FLOOR, STACKED APPLICATIONS WITH MULTISTORY KIT1,2,3,4


Model No. Nominal Width (in) Height (in)


Load5 (lbs) Allowable Shear6

(lbs) Drift at

Allowable Shear (in.)

Allowable Shear6 (lbs)

Drift at Allowable Shear (in.)

SWSB 12x9 12 1051/4 2,000 500 0.44 550 0.50 SWSB 18x9 18 1051/4 2,000 1,225 0.42 1,345 0.48 SWSB 24x9 24 1051/4 2,000 2,165 0.41 2,380 0.46

SWSB 18x10 18 1171/4 2,000 1,125 0.47 1,235 0.53 SWSB 24x10 24 1171/4 2,000 1,990 0.46 2,190 0.52 SWSB 18x11 18 1291/4 2,000 1,020 0.52 1,120 0.59 SWSB 24x11 24 1291/4 2,000 1,815 0.51 1,995 0.59 SWSB 18x12 18 1411/4 2,000 920 0.57 1,010 0.64 SWSB 24x12 24 1411/4 2,000 1,640 0.57 1,805 0.65

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1Values shown in the Table are at allowable stress design level resistance. No increase for duration of load is allowed. 2To calculate allowable shear loads and drifts for panels trimmed to heights between those listed, interpolate between nearest SWSB heights. 3Allowable Axial Loads and Allowable Shear Loads are assumed to act in combination with each other. 4A multistory kit (MSK) is required for attachment to 1st story SWSB. See Figure 4 5 Half of the applied axial load is assumed to be supported at each SWSB hold down device. 6Allowable shear at the top of the second floor panel.

TABLE A6—STRONG-WALL® SB DESCRIPTION, SIZES AND ALLOWABLE SHEAR LOADS (ASD) FOR A STANDARD PANEL IN 1ST FLOOR, STACKED APPLICATIONS WITH MULTISTORY KIT1,2,3,4,5,6,


Model No. Nominal Width (in) Height (in) K x 109 (lb-in2)

Allowable Axial Compression Load(7)

(lbs) Allowable Shear8

(lbs) Allowable Shear8

(lbs)

SWSB 18x8 18 931/4 9.7 4,000 2,215 2,435 SWSB 24x8 24 931/4 19.4 4,000 4,435 4,880 SWSB 18x9 18 1051/4 10.3 4,000 1,905 2,090 SWSB 24x9 24 1051/4 21.5 4,000 3,905 4,295

SWSB 18x10 18 1171/4 11.6 4,000 1,725 1,895 SWSB 24x10 24 1171/4 22.6 4,000 3,325 3,660 SWSB 18x11 18 1291/4 12.5 4,000 1,530 1,685 SWSB 24x11 24 1291/4 24.8 4,000 3,010 3,315 SWSB 18x12 18 1411/4 12.8 4,000 1,340 1,475 SWSB 24x12 24 1411/4 26.5 4,000 2,695 2,965

For SI: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 plf = 14.6 N/m. 1Values shown in the Table are at allowable stress design level resistance. No increase for duration of load is allowed. 2To calculate allowable shear loads and drifts forpanels trimmed to heights between those listed, interpolate between nearest SWSB heights. 3Allowable Axial Loads and Allowable Shear Loads are assumed to act in combination with each other. 4The 1st story SWSB must be the same width or wider than the 2nd story SWSB. 5Maximum Allowable Axial Load = 2nd story axial load (2,000) + 1st story axial load (4,000) = 6,000 lbs. 6Drift of the first story panel must comply with code drift limits. To calculate the drift at of the 1st story SWSB at allowable stress design levels, use ∆ = h12/K (3V2h3 + 2Vbaseh1), where:

∆ = drift of 1st story SWSB (inches) h1 = Height of 1st story SWSB (inches) h3 = Height of 2nd story SWSB (inches) V2 = Applied shear load on 2nd story SWSB (lbs) Vbase = Sum of the applied shear loads on 1st and 2nd story SWSBs (lbs) K (1st story brace) = from table above (lb-in2) See Figure 4 for illustrations.

7Half of the applied axial load is assumed to be supported by each SWSB hold down device. 8Total allowable shear at the top of the first floor panel. General Notes 1. Shear capacities shown are for individual panels only. To resist forces at both 1st and 2nd 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

4.1.4 of this report. 4. The maximum base overturning moment, OM, may not exceed the following:

Maximum Allowed Base Overturning Moment (in-lbs)

1st Story Panel Width

Total Axial Load (lbs)

Concrete Strength 2,500 psi 2,500 psi w/

bearing plate1 3,000 psi

Seismic (SDC C-E)

Wind (SDC A-B)

Seismic (SDC C-E)

Wind (SDC A-B)

Seismic (SDC C-E)

Wind (SDC A-B)

OM = (V2h2) + (V1h1)

18"

0 216,115 213,845 216,115 237,740 216,115 237,740 V1 = Applied shear load on 1st story SWSB (lbs) 2,000 216,115 199,280 216,115 237,740 216,115 232,555 V2 = Applied shear load on 2nd story SWSB (lbs) 4,000 215,270 184,715 216,115 228,065 216,115 217,995 h1 = Height of 1st story SWSB (inches) 6,000 200,705 170,155 216,115 214,130 216,115 203,430 h2 = Height of total 1st and 2nd story assembly (inches)

24"

0 413,590 455,015 413,590 455,015 413,590 455,015 2,000 413,590 442,845 413,590 455,015 413,590 455,015 4,000 413,590 423,535 413,590 455,015 413,590 455,015 6,000 413,590 404,220 413,590 449,745 413,590 455,015 1See Section 4.1.1 for bearing plate details.


TABLE A7—STRONG-WALL® 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'

Attached to Double Top Plate

12" --- --- 305 210 150 110 85 --- --- ---

18" --- --- 300 210 150 110 85 65 35 15

24" --- --- 300 210 150 110 85 65 35 15

Attached to

Header6

12" 275 255 230 205 150 110 85 --- --- ---

18" 185 170 155 135 125 110 85 --- --- ---

24" 140 --- 115 105 90 85 75 --- --- --- For SI: 1 psf = 48 N/m2; 1 foot = 0.305 m. 1Maximum allowable wall deflection is limited to L/240 where L is the wall height. 2The applied out-of-plane lateral loads in the table can be applied in combination with the allowable compressive axial load. 3The allowable loads in the table include consideration of the attachment between the SWSB and the surrounding construction using the attachment methods detailed in this report. 4No increase for duration of load is allowed. 5The SWSB maximum allowable axial load is per Tables A1 to A6. 6For 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 SYSTEMS1,2,3

SWSB Portal

Bending Moment (ft-lbs)

Shear (lbs) Axial Load (lbs)

K =

90

(lbs.

/in.) 12" Single 2,350 160 1,430

12" Double 3,260 430 1,490

18" Single 2,500 170 3,080

18" Double 3,670 470 3,030

K =

250

(lbs

./in.

)

12" Single 2,690 250 1,430

12" Double 3,550 640 1,490

18" Single 2,980 270 3,080

18" Double 4,120 710 3,040

K =

100

0 (lb

s./in

.)

12" Single 3,110 450 1,430

12" Double 3,890 1070 1,490

18" Single 3,630 500 3,080

18" Double 4,710 1210 3,050

K =

400

0 (lb

s./in

.)

12" Single 3,440 740 1,430

12" Double 4,130 1650 1,490

18" Single 4,200 860 3,080

18" Double 5,210 1900 3,050 For SI: 1 lbs. = 4.45 N, 1 ft.-lb. = 1.356 N-m. 1The 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. 2The 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 SWSB to zero at the end with the column. 3The header member allowable stresses may be increased by 60% (duration of load factor) in accordance with Table 2.3.2 of the 2015 and 2012 NDS when designing the header member.


FIGURE A1—STANDARD STRONG-WALL SB DETAILS


FIGURE A2—PORTAL FRAME STRONG-WALL SB ASSEMBLY DETAILS


FIGURE A3—MULTI-STORY STRONG-WALL SB CONNECTION DETAILS


FIGURE A4—MULTI-STORY STRONG-WALL SB ELEVATION DETAILS


Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 41 of 41

ICC-ES Evaluation Report ESR-2652 LABC and LARC Supplement Issued April 2018 This report is subject to renewal April 2019.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 12 19—Shear Wall Panels REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com www.simpsonanchors.com EVALUATION SUBJECT: STRONG-WALL® WOOD SHEARWALL PANELS STRONG-WALL® SB SHEAR PANELS 1.0 REPORT PURPOSE AND SCOPE

Purpose:

The purpose of this evaluation report supplement is to indicate that Simpson Strong-Tie Company Strong-Wall® Wood Shearwall Panels (WSWs) and Strong-Wall® SB Shear Panels (SWSBs), described in ICC-ES master evaluation report ESR-2652, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS).

Applicable code editions:

2017 City of Los Angeles Building Code (LABC)

2017 City of Los Angeles Residential Code (LARC)

2.0 CONCLUSIONS

The Simpson Strong-Tie Company Strong-Wall® Wood Shearwall Panels (WSWs) and Strong-Wall® SB Shear Panels (SWSBs), described in Sections 2.0 through 7.0 of the master evaluation report ESR-2652, comply with the LABC Chapters 19 and 23, and the LARC, and are subjected to the conditions of use described in this supplement.

3.0 CONDITIONS OF USE The Simpson Strong-Tie Company Strong-Wall® Wood Shearwall Panels (WSWs) and Strong-Wall® SB Shear Panels (SWSBs), described in this evaluation report supplement must comply with all of the following conditions:

• All applicable sections in the master evaluation report ESR-2652.

• The design, installation, conditions of use and identification are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-2652.

• The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable.

• Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted.

• The hillside building provisions in LABC Section 2301.1 are excluded from this supplement report.

This supplement expires concurrently with the master report, reissued April 2018.

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http://www.simpsonanchors.com/

ICC-ES Evaluation Report ESR-2652 ESR-2652 LABC and LARC Supplement. ... complying with ASTM F1667....

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