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HomeMy WebLinkAboutX2022-0585 - Misc)(2022. psgs UA 19pa rl CITY OF NEWPORT BEACH rve" COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center 1 P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newoortbeachca.cov 1 (949) 644-3200 SUBSTANTIAL IMPROVEMENT COST DETERMINATION PROPERTY ADDRESS: 124 PE -4,, DATE: 7-2- APPLICANTSNAME: Ai ce I T `, F to CONTACT NUMBER: `1 fit- S3 to - ;I2. LICENSE #: '-] CONSTRUCTION COST DETERMINATION Primary Description of Work Under the Proposed Permit: X24=-OrotS V luation PAIR CND I_IP'1 ��d2 C�1 tl�tJft—C� (A1)$ XC00 Permit # Description of Work Valuation 1X 0185 Nib-t=1=MOOE1- (A2)$-15Z000 X MARKET VALUE DE' 1. Value of Structure: 2. Percent Depreciation: 3. Depreciation Amount: 4. (A7)Total Value: (Al+A2+A3+A4+A5=A6) Combined Valuation: $ ✓a / 0-3 Yrs 2 % $3 (A6) Combined Valuations 2 or 5 50% (A7)Total Value (A61 W310� = V/ (A3)$ �— (A4)$ �- (A5)$ (A6)$ I 0 0V % . U-0 Yrs = d% - 0-5 Yrs = 5% 5-10 Yrs = 7% 5-10 Yrs = 9% 10-15Yrs = 11 % 10-15 Yrs = 13% 15-20 Yrs = 14% 15-20 Yrs = 18% 20-25 Yrs = 17% 20-25 Yrs = 23% 25 + Yrs = 20% ' 25-30 Yrs = 27% 30 + Yrs = 30% Forms:SubstantiallmprovementCostCetermination 8-2020 �z lewport, gether. From: Mitchell Carpenter <seigocorpl@gmail.com> Sent: February 22, 2022 3:47 PM To: Kubischta, Melissa <MKubischta@newportbeachca.gov> Subject:4301 Patrice [EXTERNAL EMAIL] DO NOT CLICK links or attachments unless you recognize the sender and know the content is safe. Hi Melissa, Hope this is better. the scope of work is adjacent to the exterior wall 2 Kubischta, Melissa From: Mitchell Carpenter <seigocorp1@gmail.com> Sent: February 22, 2022 4:09 PM To: Kubischta, Melissa Subject: Re:4301 Patrice Attachments: RESIDENTIAL REMODEL SUBMITTAL REQUIREMENTS V2.pdf [EXTERNAL EMAIL] DO NOT CLICK links or attachments unless you recognize the sender and know the content is safe. Hi Melissa, I will submit the required document. Thank you for your help. Best Mitchell On Feb 22, 2022, at 3:57 PM, Kubischta, Melissa <MKubischta@newportbeachca.gov> wrote: Mitchell, In your case, where the scope of work is limited to the soffit ceiling in the kitchen adjacent to the exterior wall of the townhouse building, the required submittal package does not need to be stamped and signed by a licensed design professional. On the plans you will be required to identify the existing rated wall construction and note that it is not to be disturbed. Be aware that any increase of the scope beyond the kitchen may require the stamp and signature of a licensed engineer or architect. Please see the attached for our residential remodel minimum submittal requirements. Retain this email and bring it with you to the public counter for your plan review to share with the Building Engineer working the counter that day. Regards, 0 MELISSA KUBISCHTA, BE Community Development Department Senior Civil Engineer - Acting Principal Engineer Building Plan Check mkubischta(ai7newoortbeachca oov 949-644-3278 ESR-1679 I Most Widely Accepted and Trusted Page 2 of 40 specifications noted in the quality documentation referenced in Section 6_3 of this report. 3.2.6 Simpson Strong -Drive® Screw (SDS): The wood screws, supplied by Simpson Strong -Tie, are described in ICC-ES evaluation report ESR-2236. 3.2.7 Anchor Bolts and Rods: For installations on concrete, the SSW12 panels require one 3/4-inch-diameter (19.1 mm) headed anchor bolt, with geometries consistent with ANSI/ASME B1.1, B18.2.1 and B18.2.6, at each panel end, while the SSW15, SSW18, SSW21 and 9SW24-inch panels require one 1-inch-diameter (25.4 mm) headed anchor bolt at each panel end. 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 installations on wood floor framing or balloon framing panel -to -panel connections, bolts and/or rods must comply with ASTM A307 or F1554, Grade 36, minimum. For bolts and/or rods complying with ASTM A307 or F1554, (Grade 36), specifications may be used for the braced wall panel substitutions without substantiating calculations. SSWAB anchor bolts comply with ASTM F1554, Grade 36. SSWAB-HS anchor bolts with a model number suffix "HS" comply with ASTM A449. SSWHSR extension rods also comply with ASTM A449. All heavy hex nuts pre -installed on SSWAB anchor bolts comply with ASTM A563 Grade DH or ASTM A194 Grade 2H. The pre -installed SSWAB plate washer complies with ASTM A36 and is 1/2-inch-thick (12.7 mm) for 3/4-inch-diameter (19.1 mm) SSWAB anchor bolts and 5/8-inch-thick (15.9 mm) for 1-inch-diameter (25.4mm) SSWAB anchor bolts. 3.2.8 Shear Transfer Plate: The proprietary Shear Transfer Plate is described in the approved quality documentation and is die -formed from Anc-coated steel sheet complying with the product material specifications noted in the quality documentation referenced in Section 6_3 of this report. 3.2.9 Self -drilling Tapping Screws: Screws supplied by Simpson are hex head, No. 14 by 3/4-inch long (19.1 Tim), self -drilling tapping screws complying with ASTM C954 and SAE Standard J78. 3.2.10 Threaded Rod Couplers: The proprietary 3/44nch- (19.1 mm) or 1-inch-diameter (25.4 mm) threaded couplers are 214 inches (57 mm) or 23/4 inches (70 mm) long and have strength and ductility consistent with the connected anchor bolt grades described in Section 3.2.7 of this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: The allowable strength values described in this report are reported at Allowable Stress Design (ASD) level and do not include a one-third stress increase for short- term loading. The tabulated in -plane ASD shear values provided in Table 3 (SSW) and Table 10 (S/SSW) apply to panels supported directly or normal -weight concrete foundations with minimum specified compressive strength, F�, of 2,500 psi (17.2 MPa). The tabulated ASD out -of -plane lateral strength values are provided in Table 4 for the SSW panels, and Table 11 for the S/SSW panels. The ASD axial strength values of the panels supported on normal weight concrete foundations are noted in Table 5 for SSW panels, and Table 12 for S/SSW panels. The tabulated in -plane shear values shown in Table 7 apply to SSW panels installed on wood floor framing in accordance with Figure 4. For SSW panels used in balloon framing with nominal overall heights from 15 feet to 20 feet, the tabulated in -plane ASD shear values in Table 8 of this report apply to panels installed on concrete foundations in accordance with Figure 6. Full -height studs or posts on each side of the SSW panel must be designed by the registered design professional to resist out -of -plane wind or earthquake effects. In -plane ASD shear values for two-story stacked SSW panel applications in wood light frame construction are set forth in Table 9 of this report. Two-story stacked applications must consider the effects of cumulative overturning. A sample calculation is represented in Example 2 following the text of this report. The tabulated allowable base moments in Table 9B of this report are for panels supported directly on normal weight concrete foundations with a minimum specified compressive strength of 2,500 psi (17.2 MPa). Applied vertical gravity loads, when used in combination with the shear loads in Tables 3 and 7 to 10 of this report, must not exceed the corresponding allowable axial loads shown in the tables or stated in the table footnotes. Allowable ASD in -plane shear values provided in Tables 3 and 7 to 10 are applicable to both ASD basic load combinations in IBC Section 1605.1 (Section 1605.3.1 of the 2018 2015 2012 and 2009 IBC) and the alternative basic load combinations in IBC Section 1605.2 (Section 1605.3.2 of the 2018 2015 2012 and 2009 IBC). SSW and S/SSW panels may be used as components within a seismic force resisting system consisting of light framed load -bearing walls with wood structural panels or sheet steel panels, provided the seismic design coefficients and factors used in design conform to the following values: SEISMIC FACTOR OR COEFFICIENT IBC Response Modification Coefficient R = 611, System Over -strength Factor 0o=31 Deflection Amplification Factor Ca=4 'Where shear panels are installed in structures with flepble diaphragms, as determined in accordance with Section 12.3.1 of ASCE/SEI 7, the tabulated value of Do maybe reduced in accordance with Footnote g, Table 12.2-1 of ASCEISEI 7. The building height is limited to a maximum of 65 feet (19.8 m) for structures located in Seismic Design Categories D, E, or F, or as limited in Tables 504.3 and 504.4 of the 2021, 2018 and 2015 IBC (Table 503 of the 2012 and 2009 IBC, as applicable) based on construction type. Panels installed in detached one- and two-family dwellings assigned to Seismic Design Categories A, B, or C, or located where the mapped short -period spectral response acceleration, Ss, is less than 0.4 g in accordance with IBC Section 1613.1, exception 1, may be designed using allowable values corresponding to wind. Steel Strong -Wall Panels may be stacked up to two stories in wood light frame construction only as set forth in Table 9 of this report. Applications on masonry foundations or steel beams may be permitted provided calculations and construction details, substantiating the connection to and adequacy of the supporting masonry or steel member for the loads imposed by the SSW panels, are prepared and ESR-1679 1 Most Widely Accepted and Trusted Page 3 of 40 submitted by a registered design professional to the code official for approval. When panels are installed on a steel beam, the additional effects due to beam deflection must be added to the overall top -of -panel drift. Where SSW panels, of the same height but different widths, are combined in the same wall line, design lateral loads must be proportioned based on relative panel stiffness as illustrated in Example 1 following the text of this report. Where SSW panels are combined in a wall line with other types of shear -resisting systems, design lateral loads must be proportioned based on relative stiffness. Calculations based on known stiffness of all panels must be prepared by a registered design professional and submitted to the code official for approval. Combinations with other lateral -force - resisting systems lacking known stiffness are prohibited. Allowable shear and drift values for Steel Strong -Wall panels fabricated with heights between those listed in Table 1 and 2 of this report, must be determined by linear interpolation between the corresponding values assigned to panels with lower and higher wall heights of the same axial load. Tension (uplift) loads to be resisted by anchorage located at each panel end, corresponding to the design shears for panels installed on concrete foundations, may be calculated using the equations shown in Figure 8 of this report. Tension (uplift) forces to be resisted by anchorage, corresponding to the design shears for panels installed on a wood first floor, may be calculated using the equation shown in the appropriate table footnote. Shear loads to be resisted by the anchorage corresponding to the design shears for the panels directly on a rigid base may be calculated by dividing the design shear by the number of anchors (two). Loads corresponding to the design shears for the panels on a wood base must be resisted using the shear transfer plate and other connections, besides the anchorage to complete the load path, based on calculations and details submitted to the code official for approval. SSW panel wood studs may be connected to framing above to resist vertical tension (uplift) loads provided applied loads are less than or equal to the ASD stud tension loads shown in Table 6. The registered design professional must consider the effects of increased overturning and anchorage forces due to the applied uplift loads. The concrete, wood, masonry or steel member supporting the panels and their anchorage must have adequate strength and stiffness to resist all imposed loads, including effects of SSW panel overturning. Load values shown in this report include evaluation of bearing stresses on the supporting base materials for the conditions described in this report and do not require further evaluation by the building design professional. The development of continuous load path and interconnection, including collector design, must be the responsibility of the building design professional. 4.1.2 Braced Wall Panels: Steel Strong -Wall panels are permitted to replace each 4 feet (1219 mm) of braced wall panel length specified in Section 2308.6.4 of the 2021, 2018 and 2015 IBC (Section 2308.9.3 of the 2012 and 2009 IBC, as applicable) and Section R602.10 of the IRC, with the following limitations: Installations on a wood floor require a minimum SSW15 panel; and two-story stacked installations require minimum SSW18 panels. The required length of bracing must be based on wood structural panel sheathing (Method WSP in IRC and IBC). 4.1.3 Anchorage to Concrete: Figure 7 of this report provides anchorage -to -concrete details conforming to Sections 1901.3 and 1905 of the 2021 IBC which refer to Chapter 17 of ACI 318-19 (Sections 1901.3 and 1905 of the 2018 and 2015 IBC which refer to Chapter 17 of ACI 318- 14; Section 1909 of the 2012 IBC or Section 1912 of the 2009 IBC, as applicable, which refers to ACI 318 Appendix D). Anchorage -to -concrete details shown in Figure 7 that are used for seismic resistance comply with the ductility requirements of ACI 318-19 Section 17.10.5.3 (ACI 318-14 Section 17.2.3.4.3, ACI 318-11 Section D.3.3.4.3). Shear reinforcement in accordance with Figure 7 is not required for panels installed on a wood floor; interior foundation applications (panel installed away from edge of concrete); or braced wall panel applications according to the IRC and Section 2308.6 of the 2021, 2018 and 2015 IBC (Section 2308.9.3 of the 2012 and 2009 IBC, as applicable). As an alternative, anchorage may be designed 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 Chapter 19 of the IBC. Anchorage calculations for shear resistance must be based on edge distances at the top of concrete as detailed in the engineered drawings. Anchorage calculations for tension resistance must be based on edge distances at the embedded end, of the anchor where the failure surface projects from the head of the embedded anchor to the nearest top surface of the foundation. The anchorage designs in Figure 7 of this report comply with these provisions. Post -installed adhesive or mechanical anchors, recognized in a current ICC-ES evaluation report for installation in concrete, may be used in lieu of cast -in -place anchor bolts described in Section 3.2.7 of this report, provided calculations and details prepared by a registered design professional, proving the adequacy of the anchors to resist the imposed loads, are submitted to the code official for approval. Steel Strong -Wall anchorage solutions for grade beam applications conform to Sections 1901.3 and 1905 of the 2021 IBC which refer to Chapter 17 of ACI 318-19 (Sections 1901.3 and 1905 of the 2018 and 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 7 detail 5SSW1.1 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 in accordance with ACI 318-19 Section 17.10.2 (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. The amplified LRFD design seismic moments described in Figure 7 detail 5SSW1.1 are based on the lowest of the following: 1. 85 percent of the maximum lateral load resisted by the tested SSW panel when tested in accordance with AC322. 2. SSW panel LRFD lateral strength multiplied by a 2.5 overstrength factor. 3. Lateral shear based on the SSW panel overturning resistance at maximum anchor tension resistance. The SSW panel overturning resistance is based on using ESR-1679 I Most Widely Accepted and Trusted Page 4 of 40 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 3 of this report. 4.1.4 Anchorage to Masonry: Anchorage to masonry foundations or walls for wall panels described in this report must be designed and detailed by a registered design professional in accordance with Chapter 21 of the IBC. 4.1.5 Connection to Steel: Connections to steel beams for wall panels described in this report must be designed and detailed by a registered design professional in accordance with Section 2204 of the IBC. 4.2 Installation: 4.2.1 General: SSW panels must be installed directly on concrete foundations, wood floor systems, masonry foundations or walls, or steel beams in accordance with the manufacturer's installation instructions, the applicable code, and this report. Installation details shown in Figures 1 through 6 of this report represent typical surrounding framing conditions and connection requirements where referenced in this report. A registered design professional must either confirm appropriateness of these details or establish specific details and specifications, in accordance with the applicable code and subject to the approval of the code official, to accommodate specific conditions and critical load combinations. 4.2.2 Holes in the Panel and Wood Jamb Studs: The SSW walls are prefabricated with holes in the steel panel and wood studs to allow for electrical, plumbing, and mechanical system access. In addition, the walls are prefabricated with VA -inch -diameter (6.4 mm) holes for fasteners that may be used to attach adjacent elements. Additional factory -installed holes may be specified through the steel panels, but field -installed holes are not permitted. Factory -installed specified holes may be up to 2.5 inches (63.5 mm) in diameter and must be located a minimum of 22 inches (559 mm) from the base of the panel. A total of two holes may be specified with a minimum clear spacing of 4 inches (102 mm). Holes must be centered in the centermost available web member having a width of at least one and a quarter times the diameter of the hole. Additionally, holes up to 11/e inches (28.6 mm) in diameter may be bored through the wood studs at any location corresponding to a hole in the panel flange. Field replacement of the pre -attached wood studs may be permitted if the replacement stud has the same or greater dimensions, and if the replacement stud is attached to the panels with SIDS 1/44nch-by-11/24nch (6.4 mm by 38.1 mm) screws (described in Section 3.2.6 of this report) at each 1/4- inch-diameter (6.4 mm) flange screw hole location. The wood studs must be spruce -pine -fir, stud grade or better. The studs must fit snugly between the top and bottom plates and along the vertical face. 4.2.3 Installation on Concrete Foundation: The SSW panel must be installed directly on a concrete foundation over two anchor bolts with diameters as noted in Tables 1 and 2. Templates for either interior or exterior wall applications are available from Simpson Strong -Tie to assist in the placement of the anchor bolts. The panel base plate must be secured to the anchor bolts with nuts complying with the specifications set forth for the anchor bolt grade. 4.2.4 Installation on Masonry or Steel: installation on masonry walls or foundations or steel beams may be permitted, subject to approval of the code official based on calculations and details prepared by the registered design professional. 4.2.5 Installation on Wood Floor: Table 7 and Figure 4 of this report provide installation requirements and details. Wood Floor Connection Kits (SSW_AKT) are available and include installation instructions, threaded rod extensions, coupler nuts, heavy hex nuts, and a Shear Transfer Plate with No. 14 self -drilling tapping screws. 4.2.6 Installation at Top of Wall: The top of the SSW panel must be attached to wood top plates or a beam with Simpson Strong -Tie SIDS 1/4-inch-by-31/rinch (6.4 mm by 89 mm) screws, which are recognized in ICC-ES evaluation report ESR-2236 The number of wood screws for each panel must comply with Table 1 of this report. Figures 1 to 3 provide additional details. Panels for cold -formed steel light frame construction, which utilize the S/SSW panels without wood studs, must be attached to a minimum 43-mil-thick [0.0428-inch (1.09 mm) minimum base -metal thickness] or minimum 54 mm thick [0.0538-inch (1.37 mm) minimum base -metal thickness] steel framing element, as noted in Table 10, with 1/4-inch-diameter (6.4 mm) or No. 14 self -drilling tapping screws, described in a current ICC-ES evaluation report, with a minimum nominal shear strength (P.) of 23000 pounds (8896 N). The number of self -drilling tapping screws must be as noted in Table 2 of this report. 4.2.7 Balloon Framing Installation: The bottom SSW panel in a stacked balloon framing application must be an "- STK' model with factory -installed hold-down elements. The panels must be installed as shown in Figure 6. 4.2.8 Two -Story Stacked Installation: The lower -story SSW panel in a two-story stacked application must be an "-STK' model with preinstalled hold-down elements. The SSW panels must be installed in wood light frame construction as shown in Figure 5 of this report. Two -Story Stacked Connection Kits (SSW_-2KT) are available and include installation instructions, threaded rods, heavy hex nuts, and a Shear Transfer Plate with No. 14 self -drilling tapping screws. 4.3 Special Inspection: 4.3.1 2021 IBC: Periodic special inspection must be provided in accordance with Sections 1705.1.1, 1705.12.1 and 1705.12.2 or 1705.13.2 and 1705.13.3, 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. 4.3.2 2018 and 2015 IBC: Periodic special inspection must be provided in accordance with Sections 1705.1.1, 1705.11.1 and 1705.11.2 or Sections 1705.12.2 and 1705.12.3, 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 Sections 1705.1.1, 1705.10.1 and 1705.10.2 or Sections 1705.11.2 and 1705.11.3, 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 Sections 1704.15, 1706.2 and 1706.3, or Sections 1707.3 and 1707.4, 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. 4.3.6 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 must be provided. ESR-1679 1 Most Widely Accepted and Trusted Page 5 of 40 5.0 CONDITIONS OF USE 5.7 The panels are fabricated at Simpson Strong -Tie The SSW Shear Panels described in this report complywith, Facilities in Riverside, California; Stockton, California; or are suitable alternatives to what is specified in, those and McKinney, Texas; under a quality -control program codes listed in Section 1_0 of this report, subject to the with inspections by [CC -ES. following conditions: 6.0 EVIDENCE SUBMITTED 5.1 SSW shear panel sizes are limited to the widths and heights set forth in this report, including a maximum of two stories stacked for wood light frame installations and a maximum of one story for cold -formed steel light frame construction. 5.2 ASO design loads and drifts must not exceed the allowable strength values and drifts set forth in this report. 5.3 Calculations and details, justifying that the panel use is in compliance with the applicable code and this evaluation report, must be submitted to the code official for approval, except for braced and alternate braced wall substitutions noted in Section 4.1.2 of this report. 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 The panels must be installed in accordance with this report, the Simpson Strong -Tie Company instructions, and the building plans approved by the code official. In the event of a conflict between this report and the Simpson Strong -Tie Company instructions, this report governs. 5.5 Design of the concrete foundation, masonry wall or foundation, or steel beam supporting the panels, and other structural elements connected to the panels, must consider the loads imposed by the panels. The design is outside the scope of this report and must comply with the applicable code. 5.6 The panels used in exterior walls must be covered with an approved weather -resistant building envelope in accordance with the applicable code. 6.1 Reports of cyclic tests in accordance with the ICC-ES Acceptance Criteria for Prefabricated, Cold -formed, Steel Lateral -force -resisting Vertical Assemblies (AC322), dated August 2018. 6.2 Structural calculations in accordance with Chapters 19, 22 and 23 of the IBC. 6.3 Quality documentation. 6.4 Production drawings and details. 7.0 IDENTIFICATION 7.1 The SSW Shear Panels must be identified by the manufacturer's name (Simpson Strong -Tie Company, Inc.), the model number, the evaluation report number (ESR-1679). In lieu of the model number, panels fabricated with intermediate heights are identified by the next tallest standard model number followed by xH1-specified height (in inches). For example: SSW18x9xH1-103. 7.2 The report holder's contact information is the following: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800)999-5099 www.stroncitio.com ESR-1679 I Most Widely Accepted and Trusted Page 6 of 40 Combine SSW walls, of the same height but different width, along the same wall line using stiffness distribution: Given: Seismic loading Concrete fo = 2,500 psi Design Shear (ASD) = 4,500 Ibs Axial load per panel =1,000 Ibs 9 foot foundation to plate height Try (1) SSW18x9 and (1) SSW21x9 Allow. Shear V Drift at Stiffness Wall (from Table 3) Allow. V K = Shear/Drift Relative Stiffness (RR) Model (Ibs) (in) (Ibs/in) RR = K/EK 18x9 2,145 0.47 4,564 0.40 21x9 3,145 0.46 8837 0.60 11,401 1.00 Distributed Shear Allow. Shear V Drift at Design Shear Wall = V x RR (from Table 3) = Distributed Shear/ K Model (Ibs) (Ibs) (in) 18x9 1,800 < 2,145 OK 0.39 21x9 2,700 < 3,145 OK 0.39 »» Use (1) SSW18x9 and (1) SSW21x9 along the same wall 11ne For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 Ib = 4.45 N, 1 psi = 6.89 kPa, 1 Ibrin = 0.175 N/mm EXAMPLE 7—STEEL STRONG -WALL STIFFNESS DISTRIBUTION Given: Applied Wind loading, Concrete f� = 2,500 psi Loads V2ndstorywa11 = 650lbs Vist starywa0 = 650 Ibs VTotei = 650 Ibs + 650 Ibs = 1,300 Ibs 650 Ibs MAIIo = Allowable ASD Base Moment (ft-Ibs) (See Two -Story Stacked Table 9B) VAIIa = Allowable ASD Shear Load, V (Ibs) (See Two -Story Stacked Table 9A) STEP 1: Select First Story Wall Mba,a = (650 Ibs x 18 ft) + (650 Ibs x 9 ft)=17,550 ft-Ibs Using First Story Wall Table 96, select a 9-foot wall with M.I. Z Mbasa Select SSW18x9-STK Mallm = 22,685 ft-Ibs > 17,550 ft-Ibs OK 650 Ibs STEP 2: Check Second Story Wall Using the Second Story Wall Table 9A, check the capacity of an 8-foot wall with the same width as the 1st story wall selected in Step 1: Select SSW 18x8 %11. = 1,315Ibs> 650lbs OK »» Use SSW18x8 over SSW18x9-STK For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb = 4.45 N, 1 psi = 6.89 kPa EXAMPLE 2—STEEL STRONG -WALL TWO-STORY DESIGN 8ft IF 1 12" Floor 9ft ESR-1679 1 Most Widely Accepted and Trusted Page 7 of 40 TABLE 1—SIMPSON SSW PANEL SIZES & DESCRIPTION' SSW Model No3 Width ' (in) Height , (in) ` Thickness (in) Anchor Bolts Number, of Screws 2l in Top of Wall SSW -STK° Modef No. Qty, Da in SSW12x7 12 80 3% 2 / 4 SSW15x7 15 80 3Y2 2 1 6 _ SSW18x7 18 80 3%2 2 1 9 - SSW21x7 21 80 3% 2 1 12 - SSW24x7 24 80 3% 2 1 14 - SSW 12x7.4 122 ", '85% . 3'/2 ,: 2 ?/ -. 4 SSW15x7.4 " '15 85% SSW18x7.4 18 85%; ,.3% .„ 2 n* t 9 - SSW21x7.4 85'/z' "3'/z.12 - ,SSW24x7.4 24 85% 13% 2 q 14 SSW12x8 12 93'/. 8Y2 2 % 4 SSW 15x8 15 931/ 3Y2 2 1 6 SSW15x8-STK SSW 18x8 18 93Y4 3% 2 1 9 SSW18x8-STK SSW21 x8 21 93% 3% 2 1 12 SSW21x8-STK SSW24x8 24 93'/. 3'/2 2 1 14 SSW24x8-STK SSW12x10 12 117'/. 3%2 2 Y4 4 - SSW15x10 15 117%. 31/2 2 1 6 SSW15x10-STK SSW18x10 18 11T/. 3% 2 1 9 SSW18x10-STK SSW21x10 21 117'/4 3% 2 1 12 SSW21x10-STK SSW24x10 24 117% 3'/2 2 1 14 SSW24x10-STK SSW24x11 24 1291A 5% :': 2 1. 14 'SSW24xll-STK SSW 15x12 15 141% 5%2 2 1 6 SSW15x12-STK SSW18x12 18 141%4 51/2 2 1 9 SSW18x12-STK SSW21x12 21 141 Y. 5'/2 2 1 12 SSW21x12-STK SSW24x12 24 1411/4 5% 2 1 14 SSW24xl2-STK SSW18x13 18 153Y.-. >5/2 ::' 2 9 SSW18x13-STK ' SSW21x13 21 163% BY. ;, 2 1 ;: 12 SSW21X13-STK SSW24x13 24 153% 51/ 2 j 1 1 14 SSW24x13-STK For 31: 1 inch = 25.4 mm, 1 lb = 4.45 N. 'SSW panels are manufactured with pre -installed 2 x wood vertical studs. 2Top plate screws for the SSW panel are SDS'/4" diameter x 31/2" long wood screws complying with ]CC -ES Evaluation Report No. ESR-2236. 21-esser heights are available for models exceeding 80 inches tall when specified by the registered design professional. Add the suffix "X" followed by the required height H1 to the model number. Example specification SSW 18x8X H1=84 inches. 4SSW -STK panels are manufactured with pre -installed hold-down elements for connection to the tap wall in a Balloon Framing or Two -Story Stacked application. ESR-1679 I Most Widely Accepted and Trusted Page 8 of 40 TABLE 2—SIMPSON SISSW PANEL SIZES & DESCRIPTION' SISSW Model No. Width (in) Height Rangee.(in) Thickness (in.) Anchor Bolts Number of Screws in Top of WsIP Qty. Die- :. (in) S/SSW 12X 12 80 5 H 5109 3'% 2 % 4 SISSW15X 15 805H 5121 3% 2 1 6 S/SSW18X 18 805H 5121 3% 2 1 9 S/SSW21X 21 805H5121 3% 2 1 12 S/SSW24X 24 805H 5121 3% 2 1 14 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N. 1. SISSW series panels are all steel assemblies and are available with pre -attached nonload-bearing cold -formed steel studs. 2. Registered design professional shall specify required height for applicable SISSW width. Example specification S/SSW 12X H = 103 inches. 3. Top plate screws for the S/SSW panel must be'/." diameter or No. 14 self -tapping screws recognized in an ICC-ES evaluation report complying with the IBC, with a minimum nominal shear strength (Pa,) of 2000 lbs. ESR-1679 1 Most Widely Accepted and Trusted Page 9 of 40 TABLE 3-ALLOWABLE ASD IN -PLANE SHEAR (LBS) FOR SIMPSON SSW PANEL ON CONCRETE FOUNDATIONS'•'A•8 - SSW Model Allowable Axial Load (Ibs) Seismic -Mind Allowable ASD Shear Load V. (Ibs) , Drift at Allowable Shear (in) Maximum Uplift, atAllowable `:Shear S. (Ibs Allowable ASD Shear Load V". (Ibs) Drift at Allowable Shear " (In) Maximum U llft :atAllowable .'Shear' [ (Ills) 1,000 955 0.36 9,840 1215 0.46 13,620 SSW12x7 4,000 955 0.36 9,840 1,096 0.42 11765 7,500 890 0.34 9,010 890 0.34 9,010 SSW15x7 1,000 1,855 0.36 15655 1,860 0.36 15715 4,000 1665 0.33 13,550 1665 0.33 13,550 7500 1.445 1 0.28 11.340 1,445 0.28 11340 SSW18z7 1,000 2905 0.34 19,660 3480 0.41 25,805 4,000 2,905 0.34 19,660 3,250 0.38 23135 7,500 2,905 0.34 19,600 2,980 0.35 20,370 SSW2lx7 1,000 4,200 0.32 23,755 4440 0.34 25,710 4,000 4200 0.32 23,755 4,440 0.34 25,710 7500 4,200 0.32 23,755 4310 0.33 24,635 SSW24x7 1,000 5,495 0.29 26270 5,730 0.31 27835 4,000 5,495 0.29 26,270 5730 0.31 27,835 7,600 5,495 0.29 26270 5,730 0.31 27835 1 000 -'870 i' l0.39 , Z'8,515 . ' 7 105 L ':0.49 113,070 SSW12x7.4 I1 4,000 870 i `:0.39 :', =8515 970 ;. i0.43 . ':10940 ' .7,500 750 -': ;0.33 + 7,940 `' 750' . 4.33 :7,940 SSW150,4 '1000 1.685 :'.. 0.39 A5035 .1,700 ;` i0,39 .15215 4,000, 1500 `:" ''0:34 "`12805 1,500 :.. ;Oi34 4:12,905 7500 ' 1,270 =. '0.29 10510 1,270 0.29 %.10510 1,000 2,700 :' ; 0.37 -t 19,475, 3,255 ::. 0.44 525,790 SSW18X7.4 -' 4000 2,700 {: `.0.37• ' 19,475 .3,040 `: 0.42 :-:23125 7500 2,700 : :, 0.37: 19,475 .2790 i. '0.38 20390 SS�21x7.4„ 1,000 3,890 re 0.36 .: 23420" 4,230 ?: , `:0.38, -128405 "1 4,000, + V 3890 ,' "0.35 '.723420 4230 '.,0.38' 26,405 -' 7500 ' 3.890 S -0.35 ': 23.420 4035 ? '.0.36 24,655 "1A 000 - 5330 B". a0.34 l27610. 5,450 :' ^:0:34 --26,485 SSW24z7A is "4000 5,330 {: ':;0.34 s: 27,610 5450 .'+' .'0.34 :: 28,485 -' 7500 5,330 C0.34 i27.610 5,450 =a: `:0.34 +:28485 SSW12x8 1000 775 0.42 9,180 985 0.53 12,560 4,000 775 0.42 9,180 865 0.47 10550 7,500 665 0.36 7630 665 0.36 7,630 SSW15x8 1,000 1,505 0.42 14515 1,530 0.43 14835 4,000 1345 0.37 12545 1,345 0.37 12,545 7500 1,135 0.32 10,190 1135 0.32 10,190 SSW18x8 1,000 2480 1 0.41 19525 2,985 0.50 25795 4,000 2,480 0.41 19,525 2790 0.47 23,160 7,500 2,480 0.41 19525 2,560 0.43 20410 1,000 3,560 0.39 23,360 3,960 0.43 27,240 SSW2lx8 4,000 3,560 0.39 23360 3,960 0.43 27240 7,500 3580 0.39 23,360 3700 0.41 24,660 1,000 4,865 0.37 27,435 5,105 0.39 29,370 SSW24x8 4,000 4865 0.37 27435 5,105 0.39 29,370 7,500 4,865 0.37 27.435 5,055 0.39 28960 SSW12x9 1,000 680 ". 0.47 :+8,745 840 >.0.60 ":. 11,915 - 4,000 660 -- 40.47 ':: V45 705 ;10.50 .9485 :. 7500 505 1 0.36 '-. 6,380 '505 50.36' :•6380 1,000 1315 r. :0.45 I 1 114250 1,315 0.47., ''14250 SSW15x9 :f 4000 1130 '" '0.38 1`11,740 1130 ' 'T 0: .11740 i. 7,500 925 '- '.0.31 1 1_.:9235 925 :'0.33 ' '::9,235 SSwI8x9 1 000 2,145 Y'0.47 1s 18,890 2 B45 : ', 0.58 ;:25800 4,000 2145 -` =0.47 -:'18890 2,470 C0.54. 7:23130 7500 2,145 '.- '0.47 "; 18,890 2265 "0.50 ':20,370 SSW21x9 1000 3145 ,'. : -GA6 c23265 3,590 I< -'0.52 :°-28,215 4000 3,145 "' '0.46 "23,265 3530 - 5:0.51 :.27490 7,500 3145 ': 0.46 ' 23265 3,280 " -'0.47 ::'24,680 SSW24x9 1,000 ' -4,285 ' 0.44 ':"27,210 4.605 : ::: 0.47 :(30150 - 4,000 4285`' : 0.44 '::27,210 4,605 `- ::0.47 '30,150 7.500 4285 ?:. : 0.44 : 27,210 4,480 - : '' 0:45 -- 28 970 1,000 570 0.52 8345 725 0.67 11,300 SSW12x10 4,000 570 0.52 8345 570 0.52 8,345 7,500 360 0.33 4,930 360 0.33 4,930 SSW15x10 1,000 1,110 0.53 13150 1,145 0.54 13690 4,000 960 0.45 10,975 960 0.45 10,975 7,500 715 0.34 7,775 715 0.34 7,775 1000 1,860 0.53 18,030 2,360 0.87 1 25,545 SSW18x10 4,000 1860 1 0.53 1 18030 1 2,215 1 0.63 1 23,095 7,500 1,860 1 0.53 1 18,030 1 2,035 1 0.57 1 20,395 (Continued) ESR-1679 I Most Widely Accepted and Trusted Page 10 of 40 TABLE 3-ALLOWABLE ASD IN -PLANE SHEAR (LBS) FOR SIMPSON SSW PANEL ON CONCRETE FOUNDATIONS'•3A,6 (CONTINUED) Model AllowableSSW = acI2 (Ibs) Seismic `-Wind Allowable ASD Shear Load V. (Ibs) ,, Drift at - Allowable Shear '(In): Maximum Uplift at Allowable Shears :_(Ibs) _ Allowable ASD Shear Load ; (Ibs), ., Driftat Allowable Shear ' (in),� Maximum Uplift at Allowable Shears ,'(1ba) .' e 1,000 3,045 0.50 25,905 3,265 0.56 28,795 SSW21x10 4,000 3,045 0.50 25905 3,170 0.54 27510 7500 2780 0.45 22,780 2,780 0.47 22,780 1,000 3,835 0.50 27100 4,205 0.56 30920 SSW24x10 4000 3835 0.50 27,100 4,205 0.55 30920 7.500 3790 0.49 26,660 3790 0.49 26,660 SSW'15x11 1000 975 .- 0.58 %12625 1,015 =< ' :0.60a, :.-13285 ;; 4000 815 (0:48' j10,135 815 ^0:48':^^ - 10,135 : ,,7,500 r ,'550c a 50:33 :.- _ .'647036,470 '. SSN18x11 1000� p . A635 -i �'0158,- -17295-`-. .`2075-= - "'0.73`,. - '24280. ' 4,000 ^' , ? d 635 "i0.58 "17295 : ` - 2,010 " -' 0.71t 23,110 7500 '�i ' .1635-' ': S0!68 .^ ,17,295 - `. ` -I ^ _ :1.730'`°_� 0.614 `. 418645 ' .1,000 r 2ri85 . . 0:58- '22325 ^3890 " 0.70= ''^` 29.230 ' SSVY21x11 4000 2465� : .0.58 22,325 �.._ 2785 ."r .'b.65:., 28220' 7,500' .' ..," 2,305 '.; - i0:54' ,-20205 2305 .. ,''k0.546s.. ` . �::20,205 ' 'a 1000` - •"3,476 E- �. 10:57. "27055.�3,845' '0:83' :' , .`31`285 SSW24x11 ." 4,000 °3,475<.7" "<.0:57 d27055 '3710 '0.60> s -":29680' .'. 7,500 - 9 205 - i' 0:52 " .:`.24 260 3,205 ' 0:52r "24 260 1,000 815 0.63 11,280 905 0.70 12,855 SSW15xl2 4,000 690 0.53 9245 690 0.53 9,245 7,500 390 0.30 4,905 390 0.30 4,905 SSW 18x12 1,000 1,450 0.63 16605 1,845 0.80 23,220 4,000 1,450 0.63 16,605 1,815 0.79 22,650 7 500 1,435 0.62 16.380 1,435 0.62 16,380 1,000 2210 0.63 21,485 2755 0.79 29555 SSW21x12 4,000 2.210 1 0.63 21,485 2420 0.69 24,335 7,500 1,900 0.54 17690 1,900 0.54 17,690 1,000 3150 0.63 26,710 3.540 0.71 31 575 SSW24x12 4,000 3,150 0.63 26,710 3250 0.65 27,890 7,500 2,705 0.54 21855 2,705 0.54 21,855 SSW18x13 1 000 ` a `1 335 " '0.68 `-16.580 V 1,695 r 0.87= : ' , '23105 ` " 4,000 1335 `.: %0.68 =16,580 1580 '0.81, G20,830 ` 7500 - 1.180 :' ':0.60 14195 11 1,180 0.60 14,195 SSW21x13` S 1000 '^ -- 1985t:': `" 0.68 ::i20765 2520 '. .:0.87._., ,- >'i29200' !* `4,000 1985 is =;0.68 '::'20765 2110 ' =0:93'. - i22530 +.. 7500 1555 '+ "-.0.53 ';15300 1555 - `:0:53 "15,300 '.; 1000 2890'-0.68. i,'25785 '3,275 -: .:0.79' z31,755 SSW24x13 '. 4,000 ' .2830 :! ".:0:88. '*25,795 2880 ?0.69"" -26,185 7,500 %,2,280'-<^ .0.55 i18545 2,280 ^.0.55'^ .. .e;19,545 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N. 'Allowable shear loads and uplifts are applicable to installation on concrete with minimum specified compressive strength Fo = 2,500 psi. No stress Increases are included. %Allowable exal load denotes the total maximum vertical downward load permitted on the entire panel acting in combination with the shear load. No stress increases are included. sAllowable shear, ddft, and uplift values may be interpolated for intermediate height or axial loads. 41-igh strength anchor bolts are required unless a lower strength grade is justified by the registered design professional. Anchor bolts for the SSW 12 shall be high strength when seismic shear (V) x panel height exceeds 61,600 in-Ibs. Fieure 7 of this report provides SSWAS anchor bolt information and anchorage solutions. STabulated anchor tension (uplift) loads assume no resisting axial load. For anchor tension loads at design shear values and including the effect of axial load, refer to the equations in Figure B of this report. Drifts at lower design shear maybe linearly reduced. sable 4 of this report describes allowable out -of -plane loads and Table 5 of this report describes allowable axial capacities. 611-1679 1 Most Widely Accepted and Trusted Page 11 of 40 TABLE 4-ALLOWABLE OUT OF PLANE LATERAL LOADS (PSF)1,3-5 FOR SINGLE STORY SIMPSON SSW PANELS ON CONCRETE FOUNDATIONS Model Width (In.) Allowable Axi f load (IbsY4 Nominal Height of Panel (feet) . 9 10 11 12: 13 12 1,000 200 140 105 NA NA NA 4,000 150 105 70 NA NA NA 7,500 90 55 25 NA NA NA 15 11,000 165 -130 ;100 - 80 70 NA 4,000 ,130 ` 95 :70 °750 40: , NA 7,500 "'95 :65 45 ;;30 :,15 NA 18 7,500 310 215 160 120 90 70 21 7;500 260 185, 135 100 70 50 24 7,500 275 195 135 105 80 65 For 31: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N. 1 psf = 47.88 Pa. 'Out -of -plane loads shown are at ASD level in pounds per square foot (psf) of wall with no further stress increase allowed. 2Axial load denotes ma)dmum uniformly distributed vertical downward compression load permitted on entire panel acting in combination with the out -of -plane load. 31-oad considers a mabmum deflection limit of h/240. 4Allowable out -of -plane loads for the 12 and 15 inch wide walls may be linearly interpolated between the indal loads shown. 'Tabulated loads apply only to single -story walls on concrete foundations. TABLE 5-ALLOWABLE COMPRESSION CAPACITIES FOR SINGLE STORY SIMPSON SSW PANELS ON CONCRETE FOUNDATIONS (Ibs)1.2•1 Model Width Compression Ca act with No Lateral Loads' Ibs Nominal 8 Height of Panel'(feet) .7, 7.4 - i9 .` 10 11 12 13 12 20,200 19,000 17,200 14,500 11,800 NA NA NA >:15 '>: 25,300 ' 24,200 r: ".22,600 "'20,000 s 17.400 t 14.900 i' 12 600 NA 18 42,500 40,400 37,500 32,900 28,400 24,100 20,200 17.200 21 ": 43,700 41100. "37,500 ".32000 26700 i 22,000 18,400 C: 15700 24 51,600 48,800 44,800 38,700 32.900 27.400 22,900 19,500 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 fib = 4A5 N, 1 psi = 6.89 kPa. 'Compression capacity is lesser of steel capacity or uniform bearing strength of concrete with a minimum specified compressive strength Po = 2,500 psi. No stress increases are included. %Compression capacity of wall assumes uniformly distributed concentric loading onlywithout lateral loads present. For combined lateral and ardal loading conditions, allowable in -plane or out -of -plane load tables apply. sTabulated loads apply only to single -story walls on concrete foundations. TABLE 6-ALLOWABLE TENSION (UPLIFT) LOADS FOR SIMPSON SSW WOOD JAMB STUD (lbs)1.2 Model Width ,(in) Tension (Uplift): Capacity Per Jamb Stud{Ibs) Nominal Height of Panel (feet)- 7 7.4 a ' ,:9 ": 10 11 12 13 12 1,535 1,535 1,845 2,150 2,500 NA NA NA `15 - 1,845 - 2,150 '! 2460 r2,500 F2,500 3070 3685 > NA 18 1,845 1,845 2,150 2,500 2,500 3,380 3,685 3,980 '.21 - 1. 845 - 1,8-45-.: 2,150 2,500 ' 2,500 3,070 3,685-> 3,980 24 1,845 1,845 2,150 2,500 2,500 3,070 3.685 3,980 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N. 'Allowable tension (uplift) load is based on capacity of the lesser of the connection between the stud and the steel panel or stud tension capacity. The capacity of SSW wall anchor bolt and anchorage to the foundation must be adequate to transfer the additional tension (uplift), as determined in accordance with Sections 4.1.1 and 4.1.3 of this report. NA = not applicable. 21-c ds include a 1.60 load duration Increase for wood subjected to wind or earthquake. Reductions for other load durations must be taken in accordance with the IBC and NDS. ESR-1679 l Most Widely Accepted and Trusted Page 12 of 40 TABLE 7-ALLOWABLE ASO IN -PLANE SHEAR (LBS) FOR SIMPSON SSW PANEL ON 1ST STORY RAISED WOOD FLOOR SYSTEMS' M.5 Seismic -` Wind Wall Model Allowable ASD Shear Load V - (Ibs),, Drift at =' Allowable` Sugar (in). `Uplift at Allowable , °Shear?(Ib's)" Allowable ASD Shear Load V {Ibs)' , Drill at Allowable Shear, !In) Uplift at _ Allowable Shear�,(Ibs) ; SSW12x7 525 0.30 6,110 525 0.30 6,110 SSW15x7 1,385 0.35 11,980 1,385 0.35 11,980 SSW18x7 1,830 0.27 11,950 1,830 0.27 11,950 SSW21x7 2,100 0.21 11,015 2,100 0.21 11,015 SSW24x7 2,450 0.17 10,740 2,450 0.17 10,740 „'!SSW12x8 450y;6106 .",SSW15x8 ", ' C 185 * 1185, .�` � �,Q42;`�r,s r,,.F11945 �. s,...1570?„ .`,0.33 i' i u},1j,50 a 1,570 , 0.3;j t SSyV24x8 ? ,.2340 2 340.,, SSW12x9 400 0.42 6,125 1 400 0.42 6,125 SSW15x9 1,050 0.47 11,945 1,050 0.47 11,945 SSW18x9 1,390 0.38 11,945 1,390 0.38 11,945 SSW21x9 1,735 0.31 11,975 1,735 0.31 11,975 SSW24x9 2,075 0.26 11,965 2,075 0.26 11,965 36 �i, b48. N 8140, >,,; 5>S14_. ... y'i'Sk .a a�,.885. .,., .�.�. _..,052 .', .. ,r.11.1120 s, , .. ti¢ sSSW1,8x10 ,,. .., 1,250 r... , 044....; .;,.�1.,$65 .�,� .12: �125C .`�: ao. ,..,, .:, 1j,965.,, ,,,SSW21x10 .,,Y;1 �555 ,.,i 0:93 ,`1'1955 v2:' "^!' .;j1,955 g1860" ,b:30, a', ,I1650 SSW15x11 780 0.58 10,900 855 0.63 11,945 SSW18x11 1,135 0.50 11,975 1,135 0.50 11,975 SSW21x11 1,410 0.40 11,950 1,410 0.40 11,950 SSW24x11 1,690 0.34 11,970 1,690 0.34 11,970 .�SSW15z12,f 670 ,.; ; ,; „,,0.63611 985 - ?SSVI!18x12- s ' , :i 035 , „ -: .i ,; 0.55' `" • '11,935 935: ter, nSSW21x12 ;:, ,y1290 ;,,, ,% 0.45 ,11,950 1290 ` `0.45`' 1;950' 'SS!F124x12 .?1 545 - 0.38' ; "11,960 ,1,645 - '' k0.38`., " h1,960'" • " SSW18z13 955 0.60 11,945 955 0.60 11,945 SSW21x13 1,190 0.50 11,960 1,190 0.50 11,960 SSW24x13 1,425 0.42 11,965 1,425 0.42 11,965 For SI: 1 Inch = 25.4 mm, 1 lb = 4.45 N. 'Loads are applicable to let Story Raised Wood Floor installations supported on concrete or masonry foundations. Minimum standard strength anchor bolts required. Figure 7 of this report provides SSWAB anchor bolt information and anchorage solutions. =Tabulated anchor tension (uplift) loads assume no resisting axial (vertical downward) load. Anchor rod tension at design shear load and including the effect of axial load may be determined using the following equation: T=[(V xh)I B]-P/2, where: T= Anchor rod tension load(Ibs) V = design shear load (Ibs) h = Strong -Wall height described in Table 1 (in) P = applied axial load (Ibs) uniformly distributed B = Anchor bolt centerline dimension (in) (67/e inches for SSW 12, 9114 inches for SSW 15, 121/4 Inches for SSW 18, 161/4 inches for SSW21, and 181/4 inches for SSW 24) 4Allowabla shear loads assume a maximum first fioorjoist depth of 12 inches. For allowable shear load with joists up to 16 inches deep, table values must be multiplied by 0.93 for SSW 12x models and 0.96 for other SSW widths. =Allowable shear loads are based on 1,000Ibe. total uniformly distributed axial load acting on the entire panel in combination with the shear load. For allowable shear loads at 2,000 the. uniformly distributed axial load, table values must be multiplied by 0.92 for SSW 12x models, and 0.96 for other SSW widths. E§11-1679 I Most Widely Accepted and Trusted Page 13 of 40 TABLE 8--ALLOWABLE ASD IN -PLANE SHEAR (LBS) FOR SIMPSON SSW PANEL BALLOON FRAMING APPLICATION ON CONCRETE FOUNDATIONS1,2A5,6 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N. 'Allowable shear loads and anchor uplifts are applicable to installation on concrete with minimum specified compressive strength, F = 2,500 psi. 'Allowable shear, drift, and uplift values apply to the nominal wall heights listed and maybe linearly interpolated for intermediate heights. 38olid shim blocks (12 inches maximum) must be used to attain specified nominal wall height. Figure 6 of this report provides additional details. 4Full height studs are required for balloon framed wall installation, which must be designed for out -of -plane loads in accordance with the applicable code. Two 2x6 minimum must be placed on each side and fastened together with 10d common nails at 16 inches on center. sLoads are based on a 1,000 lbs. total uniformly distributed axial load acting on the entire panel in combination with the shear load. For shear loads at 2,000 lbs. uniformly distributed axial load, allowable shears must be multiplied by 0.91 for SSW 15x models; no reduction is required for other wall models. a High strength anchor bolts are required unless a lower strength grade is justifted by the registered design professional. Flours 7 of this report provides SSWAB anchor bolt information and anchorage solutions. 'Tabulated anchor tension (uplift) loads assume no resisting axial load. For anchor tension loads at design shear values and including the effect of axial load, refer to the equations in Figure 8 of this report. Drifts at lower design shear may be linearly reduced. ESR-1679 I Most Widely Accepted and Trusted Page 14 of 40 TABLE 9-ALLOWABLE ASO IN -PLANE SHEAR (LBS) & BASE MOMENT (FT-LBS) FOR SIMPSON SSW PANEL TWO-STORY STACKED APPLICATION' 2,1 TABLE 9A-SECOND-STORY WALLS4,6 'Two -Story Stacked wall installations must be limited to wood light frame construction and may consist of any height combination of equal width motlels listed in these tables. Loads are based on a 1,000 pound mabmum uniformly distributed total load acting on the second -story panel and a 2,000 pound maximum unite(Ibs)(in) distributed total axial load acting on the first -story panel in combination w tabulated shear load and base moment. 3The designer must verify that the cumulative overturning moment at the 1 of the first -story Steel Strong -Wall does not exceed the allowable base rr capacity. Example 2 of this report provides an example procedure. 4The allowable second -story shear loads assume a mabmum floorjoist < ofW. For allowable shear load with up to l 8"joists, second -story shear must be multiplied by 0.98 for SSW 15x models and by 0.94 for other SSI widths. For bottom wall shims greater than r/e" thick, see Figure 5 of this sport. 'Allowable shear, drift, and base moment values may be interpolated for intermediate heights. 6Minimum ASTM F1554 Grade 36 threaded rods are required at the sec( story wall anchorage. rHigh strength anchor bolts are required at the first -story wall unless a Ior strength grade is justified bythe registered design professional. Figure i this report provides SSWAB anchor bolt information and anchorage solul gabulated anchor tension (uplift) loads assume no resisting axial load. I anchor tension loads at design shear values and including the effect of a load, refer to the equations in Figure 8 of this report. Drifts at lower dealt shear or base moment may be linearly reduced. SecontlStoryASD Models `. Seismic -Wind :AllowablT SheaAllowable Load VShear Ddft at Allowable ASD Shear .. Load V (Ibs) Drift of AllowablemWall :, Shear '. , (in) SSW 15x7 600 0.21 600 0.21 SSWi8x7 1,210 0.24 1,390 0.28 SSW21x7 1,735 0.23 1,815 0.24 SSW24x7 2,330 0.22 2,330 0.22 -SSW I5x8 550 `i 0.26 : 550 ' 1 0.26 -SSW 18x8 ' 1.130 0.32 3: 1,315 4 0.37 S SSW21x8 .. 1,626 -; ,030 1,715 : 0.32 SSW24x8 :' 2,050 �. 0.26 ': 2 O50 .05 ` 0.26 SSW24xfl 510 0.2 0.26 SSWIM 1,070 0.39 1,220 0.45 SSW21x9 1,520 0.30 1,520 0.36 SSW24x9 1,815 0.30 1,815 0.30 SSW 15x10 : 470 " 0.37 r. 470 0.37 SSW18x10 - 1,010 '. 0.47 -.. 1,096, ; 0.51 'SSW2lx10 :: 1365 0.39 a 1,365 0.39. tSSW24x10 1,630 0.35 '- 1,630-. 0.35 SSW 1SX11 440 0.43 440 0.43 SSW 18xl l 960 0.55 995 0.57 ,9SW21xl l 1,235 0.46 1.235 0.46 SSW24xl1 1,480 0.39 1,480 0.39 `SSW15xl2 405 :r 0.50 405 :': 0.50 r:SSW18x12 900 ,0.63 910 ': 0.64 SSW21x12 `: 1,130 0.52 '± 1,130 0.52 +SSW24x12 1.355 S 0.43 e'. 1,356 :: 0.43 SSWI8xl3 830 0.68 840 1.11 SSW2lx13 1,045 0.57 1,045 0.57 SSW24x13 1,250 OAS 1,250 0.48 TABLE 9B-FIRSTSTORY WALLS3•7 -.. Seismic - Wind Tinst4tory :` rWall Models -: Allowable ASD .Base: Moment (ft-Ibs) Drift at Allowable Base -. Moment(in) Uplift at Allowable Bass Momenta(lbs) Allowable ASD Base Moment ,:(ftdbs) - Drift at Allowable Baia Moment(in) Uplift at Allowable Base Moments(Ibs)" SSW15x8-STK 9,665 0.35 11,385 9,665 0.35 11,385 SSW18x8-STK 19,270 0.41 19,520 22,690 0.49 24,875 SSW2lx8-STK 27,665 0.39 23,360 30,775 0.43 27,240 SSW24x8-STK 37,805 0.37 27,435 39,670 0.39 29,370 SSW15x9-STK: 9.490 037 11,130 9.490 0.38 11,130 .:SSWt8x9-STK'. 16,815 047 18,890 22.685 0.57 24,870 SSW2lx9-STK 27,585 046 23.265 31.310 0.52 27,970 SSW2449STK: ' 37,585 044 27,215 40,390 0.47 30,150 SSW15x10-STK 9,225 0.45 10,755 9,225 0.45 10,755 SSW18x10-STK 18,175 0.53 18,030 22,585 0.65 24,690 SSW21x10-STK 29,750 0.50 25,905 31,485 0.55 28,210 SSW24x10-STK 37,470 0.50 27,100 40,925 0.55 30,740 SSW15x11-STK 9,025 0.50 10,475 -'9,025 0.50 10,475 SSW18x11-STK ,t7,610 -0.58 17,295 , 22,115 0.73 23,880 SSW21x11-STK. 26,765 0.58 22,325 30,860 0.67 27,355 SSW24xll-STK. 37.430 0.57 27,060 40,260 0.61 30,005 SSW 15xl2-STK 8,675 0.57 9,990 8,675 0.57 9,990 SSW18xl2-STK 17,070 0.63 16,605 21,600 0.80 23,030 SSW2lxl2-STK 26,015 0.63 21,490 30,195 0.73 26,475 SSW24xl2-STK 37,080 0.83 26,710 39,545 0.67 29,235 $SW18x13-STK "77'050 0.fi8 1 16,580 1- 21,155 0.85 22,315 - '. i3-STK 26,350 D.68 6820,765 >29,505 0.79 25,690 2418-STK 36,140 0.68 25,790 38,796 0.73 28,450 For 51: 1 Inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N, 1 ft-lb = 1.36 N-m. abal rmly ith the base oment lepth loads V ,nd- Nor Of ions. -or dal in E$R-1679 I Most Widely Accepted and Trusted Page 15 of 40 TABLE 10-ALLOWABLE ASD IN -PLANE SHEAR (LBS) FOR SIMPSON S/SSW PANEL (NO WOOD STUD) ON CONCRETE FOUNDATIONSI�5,4.5.7 S/SSW 12X H 5 80 H = 80 1000 845 0.35 8,460 3,850, ,070 0.44 11,405 4000 845 0.35 8,460 P8060 0.44 11,265 7500 845 0.35 8,460 85 0.37 8,950 SISSW15X H580 H=80 1000 1,645 0.34 13,340 6,140 1,810 0.38 15,135 4000 1,640 0.34 13,290 1,640 0.34 13,290 7500 1,440 0.30 11,290 1,440 0.30 11,290 SISSW18X H580 H=80 1000 2,800 0.33 18,690 9,265 3,375 0.40 24,545 4000 2,800 0.33 18,690 3,250 0.38 23,135 7500 2,800 0.33 18,690 2,980 0.35 20,370 SISSW21X 1­1580 H=80 1000 4,050 0.32 22,590 11,845 4,440 0.35 25,710 4000 4,050 0.32 22,590 4,440 0.35 25,710 7500 4,050 0.32 22,590 4,310 0.34 24,635 S/SSW24X H580 H=80 1000 5,250 0.30 24,710 14,865 5,250 0.30 24,710 4000 5,250 0.30 24,710 5,250 0.30 24,710 7500 5,250 0.30 24,710 5,250 0.30 24,710 For 51: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N. Footnotes on following page ESR-1679 I Most Widely Accepted and Trusted Page 16 of 40 For SI: 1 Inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N. 1. Allowable shear loads and anchor uplifts are applicable to installation on concrete with minimum specified compressive strength fe = 2,500 psi. No stress increases are included. 2. The axial load denotes the total maximum uniformly distributed vertical downward load permitted on the entire panel acting in combination with the shear load. No stress increases are included. 3. Top of panel must be connected with screws described in Table 2 of this reportto a minimum 43 mil thick steel member except S/SSW 18 and wider panels up to 97 inches tall must be connected to a minimum 54 mil thick steel member. When connected to a minimum 43 mil thick steel member, the maximum allowable load must be 2,720 pounds for S/SSW 18, 3,625 pounds for S/SSW21, and 4,230 pounds for S/SSW24. 4. Allowable shear, drift, and uplift values may be interpolated for intermediate height or axial loads. 5. High strength anchor bolts are required unless a lower strength grade is justified bythe registered design professional. Anchor bolts for the SSW 12 shall be high strength when seismic shear (V) xpanel height exceeds 61,600 in-lbs. Figure 7 of this report provides SSWAB anchor bolt information and anchorage solutions. 6. Tabulated anchor tension (uplift) loads assume no resisting axial load. For anchor tension loads at design shear values and Including the effect of axial load, refer to the equations in Figure 8 of this report. Drifts at lower design shear may be linearly reduced. 7. Table 11 of this report describes allowable out -of -plane loads and Table 12 of this report describes allowable axial capacities. 8. The available strength, Rdfl, for CFS collector element (top track or header) design within a seismic fgrcaresisfing system shall be greater than or equal to PULT. ESR-1679 I Most Widely Accepted and Trusted Page 17 of 40 TABLE 11—ALLOWABLE OUT OF PLANE LOADS (PSF) FOR SIMPSON SISSW PANEL'.3 Model Width (in.) '.Allowable Axial load (Ibs)34 Nominal Height of Panel fast - 8 9 .: '. 10 12 1,000 195 140 100 4,000 145 100 70 7,500 85 50 25 -15 1,000 160 125 '- 100 4,000 ?130 -95 - `.70 7,500 90 65:' 45 18 7,500 300 210 155 211 7,500 .255 - 180 :` `-130 24 7,500 265 190 135 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4A5 N. 'Out -of -plane loads shown are at ASD level in pounds per square foot (psf) of wall with no further stress Increase allowed. %dal load denotes ma)dmum uniformly distributed vertical compression load permitted on entire panel acting in combination with the out -of -plane load. 31-oad considers a mammum defection limit of h/240. 4Allowable out -of -plane loads for the 12 and 15 inch wide walls may be linearly interpolated between the ardal loads shown. TABLE 12—ALLOWABLE COMPRESSION CAPACITIES FOR SIMPSON SISSW PANEL ON CONCRETE FOUNDATIONS (lbs)" Compression Capacity with No Lateral Load (Ibs).' Model Width (In.) - Nominal Height of Panel (feet) 12 20,200 16,300 13,700 11,100 15 25,360 21,,800 19,200 16,600 18 42,500 36,000 31,400 27,000 21 ' 43,700 35,800 30,300 25,100 24 51,600 42,900 36,900 31,100 For 51: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 lb = 4.45 N. 'Compression capacity is lesser of steel capacity or uniform bearing strength of concrete with a minimum specified compressive strength F.= 2,500 psi. No stress increases are included. 2Compression capacity of wall assumes concentric loading only without lateral loads present. For combined lateral and abal loading conditions, allowable in -plane or out -of -plane load tables apply. ESR-1679 I Most Widely Accepted and Trusted Page 18 of 40 SSW12 SSW15 SSW18 SSW21&24 PLAN VIEW OF TOP PLATES (STUDS NOT SHOWN FOR CLARITY) RIM JOIST, BEAM, OR BLOCKING IF APPLICABLE Y4' HOLES TO ATTACH OPTIONAL BLOCKING OR FRAMING PRE -ATTACHED WOOD STUDS LLI.LI. ADDITIONAL 1Y" DIAMETER HOLES MAY BE DRILLED THRU WOOD STUDS AT ANY HOLE LOCATION MATCHING AN ORESUND HOLE IN STEEL PANEL FLANGE. 0 0 HOLES PREDRILLED IN STUDS FOR WIRING. c ADDITIONAL 1" HOLE MAY BE DRILLED THROUGH WOOD STUD AT 1" HOLE WITH GROMMET LOCATIONS. DESIGNER IS PERMITTED TO MODIFY " DETAILS FOR SPECIFIC CONDITIONS. TOP PLATE %" MAXIMUM WOOD SHIM WITH SDS Ya°x3Y" SCREWS. FOR SHIMS GREATER THAN x%", SEE DET. SW ATTACH TOP OF WALL To TOP PLATES WITH DES Y4"x3Y2' SCREWS (PROVIDED) STEEL PANEL OPTIONAL PILOT HOLE PREFABRICATED HOLES IN STEEL PANEL. (VARY WITH EACH MODEL) ADDITIONAL CUTTING OF STEEL WALL OR ENLARGING OF EXISTING HOLES NOT PERMITTED. ELECTRICAL BUSHINGS AT ALL ROUND MECHANICAL HOLES. 4 \nR/ 7 SINGLE —STORY SSW ON CONCRETE 2—SSW2 0� o SSW12 SSW15 SSW18 SSW21&24 PLAN VIEW OF BASE PLATES (STUDS NOT SHOWN FOR C LARI U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 1—STEEL STRONG -WALL DETAILS (2/SSW2) ESR-1679 I Most Widely Accepted and Trusted Page 19 of 40 PLACE SSW PANEL OVER THE ANCHOR 0 0 0 0 -- BOLTS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). USE 1Ya" WRENCH/ SOCKET FOR %" NUT USE 15%" WRENCH/ SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. w1 4 9 ! I, a SEE SSWI TO SSWI FOR �a ANCHORAGE SOLUTIONS DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRONG -WALL ON CONCRETE 4-SSW2 0 0 CFS TOP TRACK (CAPACITY PROTECTED COMPONENT) CONNECTION TO TOP TRACK: Ya IN. OR #14 (CAPACITY PROTECTED COMPONENT: AVAILABLE STRENGTH VERIFIED THROUGH CYCLIC TESTING) ANCHOR BOLT ELEMENT (CAPACITY PROTECTED COMPONENT: AVAILABLE STRENGTH VERIFIED THROUGH CYCLIC TESTING) U.S. Patent 8,281,551 Canadian Patent 2,489,845 /SSW PREFABRICATED 1EARWALL (DEEM) FIGURE 1—STEEL STRONG -WALL DETAILS (Continued) (4/SSW2) ESR-1679 I Most Widely Accepted and Trusted Page 20 of 40 8" TO 12" BLOCK DEPTHS: DESIGNER IS PERMITTED TO MODIFYPSON CS16 STRAPS REQUIRED DETAILS FOR SPECIFIC CONDITIONS.H lOdxlY NAILS (0.148"x1.5°) M BLOCK HEIGHTS GREATER AN 8" AND UP TO 10": IFR 8 NAILS INTO BLOCK 8 INTO SSW NAILER STUD M BLOCK HEIGHTS GREATER 2x FLAT SHIM BLOCKAN 10" AND UP TO 12": 10 NAILS INTO BLOCK LTPa SPACIN10 INTO SSW NAILER STUD mtwTv7 wal i RAKE WALL BY OTHERS ATTACH WITH SDS Y4"x4)/2" SCREWS TO SHIM BLOCK INSTEAD OF SDS Ya"x3Y" SCREWS PROVIDED. ADJACENT FRAMING BLOCK BY OTHERS { SHAPED SHIM _OCK (12" MAX. -PTH AT TALL JD) LTP4 SPACING BY OTHERS ATTACH SDS SCREWS TO SHIM BLOCK ADJACENT FRAMING BY OTHERS 4x SHIM BLOCK CRIPPLE WALL DESIGNER SHALL DESIGN FOR: 1. SHEAR TRANSFER 2. OUT OF PLANE LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT 4x SHIM BLOCK ATTACH SDS SCREWS TO SHIM BLOCK CRIPPLE SHEAR WALL, BLOCKING AND STRAP BY OTHERS ATTACH SDS SCREWS TO BLOCKING ADJACENT FRAMING BY OTHERS TOP OF WALL HEIGHT ADJUSTMENTS 5-SSW2 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 2—STEEL STRONG -WALL SHIM AND CRIPPLE DETAIL (5/SSW2) ESR-1679 I Most Widely Accepted and Trusted Page 21 of 40 urc ALTERNATE SHEAR TRANSFER DESIGN SW SW & DETAILS BY OTHERS 30` MIN WIDTH HEADER BY OTHERS. FOR MULTI-PLY HEADER - -- - -- REQUIREMENTS SEE SW 0 0 SEE SHEET SSW4 0 0 FOR GARAGE PORTAL SYSTEM ROUGH WHEN SSWP-KT OPENING IS SPECIFIED HEIGHT k O T & POST 4 E DETAIL OTHERS SW I DESIGNER IS PERMITTED TO MODIFY H DETAILS FOR SPECIFIC CONDITIONS Bw GARAGE WALL OPTION 1 GARAGE WALL OPTION 2 FOR GARAGE WALL OPTION 2 NOTE: DESIGNER SHALL DESIGN FOR: 7-FT. HIGH STEEL STRONG -WALL MODELS 1. SHEAR TRANSFER ARE 80", 2" TALLER THAN 7-FT. HIGH 2. OUT OF PLANE LOADING EFFECT WOOD STRONG -WALL SHEARNIALLS 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT GARAGE HEADER ROUGH OPENING HEIGHT ROUGH MODEL NO. H CURB OPENING HEIGHT SSW12X7 SSW15X7 5D" 7'-ty" SSW18X7 6° 7' 2 SSW21X7 SSW24X7 SSW12X7 SSW15X7 5R" 8'-2%y" SSW18X7 5^ 8'-ay", SSW21X7 SSW24X7 L THE HEIGHT OF THE GARAGE CURB ABOVE THE GARAGE SLAB IS CRITICAL FOR THE ROUGH HEADER OPENING AT GARAGE RETURN WALLS. 2. SHIMS ARE NOT PROVIDED WITH STEEL STRONG -WALL. 3, FURRING ON UNDERSIDE OF GARAGE HEADER MAY BE NECESSARY FOR LESSER ROUGH OPENING HEIGHTS. ALTERNATE GARAGE WALL OPTIONS 3-SSW2 U.S. Patent 8,281,551 Canadian Patent 2,489,945 FIGURE 3—STEEL STRONG -WALL GARAGE FRONT DETAILS (31SSW2) ESR-1679 I Most Widely Accepted and Trusted Page 22 of 40 HEADER BY OTHERS. 2 PLY 202 MIN WITH )R" SHEATHING BETWEEN PLYS OR 2 PLY Ua"x'Il%" MIN. LVL (2 PLY LVL SHOWN) NOTE : MULTI -PLY HEADERS MAY BE USED WITH STEEL STRONG -WALL FOR WIND DESIGNS OR IN SEISMIC DESIGN CATEGORIES A-C (IBC & IRC) ONLY 16d COMMON NAILING. SEE VIEWS FOR SPACING. SIDE INSTALL SDS Y4"x3Y" SCREWS. SEE SIDE VIEWS FOR NUMBER & SPACING (SCREWS BY INSTALLER) 1Y2" SDS PRO SSW Ya"x3Yz" SCREWS VIDED WITH WALL SSW MULTI -PLY HEADER CROSS SECTION '.ONG—WALL ]OWN) SIDE VIEW SSW WITH MULTI -PLY HEADER 2. 3. 4. DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. INSTALL SDS Y4'x3Y2" SCREWS HORIZONTALLY THROUGH LVL OR 2x LUMBER HEADER PLYS- 4 SCREWS TOTAL FOR SSW12, 6 SCREWS TOTAL FOR SSW15, SSW18, SSW21 AND SSW24. SDS Y4'x3Y2" SCREWS PROVIDED WITH WALL FASTEN PLYS TOGETHER WITH 16d COMMON NAILS AT 16" O.C. ALONG EACH EDGE OF BEAM. '�/32" SHEATHING BETWEEN 2x HEADER PLYS SHALL MATCH HEADER DEPTH AND EXTEND FULL WIDTH OF SSW, MINIMUM. MULTI -PLY HEADERS 11-SSW2 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 3—STEEL STRONG -WALL GARAGE FRONT DETAILS (Continued) (11/SSW2) 9SR-1679 1 Most Widely Accepted and Trusted Page 23 of 40 DRILL 2" DIAMETER x 1" PLACE SSW PANEL OVER RODS AND SECURE DEEP HOLE OR NOTCH WITH HEAVY HEX THREADED NUTS (PROVIDED). 2"x2"x1" DEEP MAX. IN USE TD" WRENCH/ SOCKET FOR %a" NUT SHEATHING & RIM JOIST. a o 0 o USE 1'`/e' WRENCH SOCKET FOR 1" NUT SET LOWER NUT FLUSH NUTS SHALL BE SNUG TIGHT. WITH TOP OF SHEATHING. DO NOT USE AN IMPACT WRENCH. SSW BASE PLATE SHALL SIT FLUSH & LEVEL ON SIM PSON A34 EACH SIDE NUTS. SOLID BLOCKING BELOW STEEL STRONG —WALL COUPLER NUT AND THREADED 4 RODS (INCLUDED ° WITH SSW= 1KT) SEE SHEET SSW1 FOR ANCHORAGE -EEC ELEVATION SOLUTIONS. #14 SCREWS TO o 0 0 0 PANEL (PROVIDED WITH SSW= 1KT) ° LOS COMMONS ! TO FRAMING (NOT PROVIDED) ° EXTERIOR ELEVATION WOOD FIRST -FLOOR WALL CONNECTION KIT WALL WIDTH MODEL NO. CONTENTS (IN) 12 SSW12-1KT EACH KIT CONTAINS: (1) SHEAR TRANSFER PLATE 15 SSW'15-1KT (with #14 SCREWS) (2) %%18" o, 1"08" THREADED RODS (ASTM A36) (2) COUPLER NUTS 18 SSW18-1KT 21 SSW21-1KT (2) HEAVY HEX NUTS L24 SSW24-1KT INSTALLATION INSTRUCTIONS ORDER FIRST FLOOR CONNECTOR KIT SEPARATELY. MODEL SSW —1KT. EXAMPLE: SSW21-1KT SHEAR TRANSFER PLATE (PROVIDED STEEL STRONG —WALL WITH SSW= 1KT) — RIM JOIST V-'� BLOCKING BELOW SSW ° SHEAR TRANSFER BY OTHERS (I TP4 SHOWN) JOIST HANGER (IF REQUIRED) I FLOOR FRAMING AT 2'-0" OC MAX. WHERE FRAMING ° IS PARALLEL TO WALL, INSTALL BLOCKING WITHIN 6" OF EACH END OF SSW, BLOCKING DEPTH SHALL SEC TION MATCH FLOOR FRAMING FIRST FLOOR AT WOOD FRAMING NOTES 1. USE WOOD FIRST —FLOOR ALLOWABLE LOAD TABLES FROM THE STRONG —WALL CATALOG FOR THIS INSTALLATION. 2, USE ALTERNATE DETAIL SW TO ACHIEVE MAXIMUM ON —CONCRETE ALLOWABLE LOADS. 3. FOR TWO—STORY STACKED STEEL STRONG —WALLS WITH WOOD FIRST FLOOR, USE ALTERNATE DETAIL SW 4. DESIGNER SHALL DESIGN FOR SHEAR TRANSFER FROM RIM JOIST TO SILL PLATE AND SILL PLATE TO FOUNDATION. U.S. Patent 8,281,551 Canadian Patent 2,489,845 DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 10-SSW2 FIGURE 4—STEEL STRONG -WALL WOOD FLOOR DETAILS (101SSW2) ESR-1679 I Most Widely Accepted and Trusted Page 24 of 4o 0 0 0 0 a I I PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). USE 1Y" WRENCH/ SOCKET FOR %4 NUT USE 1%" WRENCH/ SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. STEEL STRONG —WALL 0 SEC TION FRAMING BY OTHERS, TYPICAL SEE SSW1 TO SSW1 FOR ANCHORAGE SOLUTIONS NAILING BY OTHERS JOIST HANGER (IF REQUIRED) DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. ALTERNATE 1ST FLOOR WOOD FRAMING 7-SSW2 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 4—STEEL STRONG -WALL WOOD FLOOR DETAILS (Continued) (71SSW2) ESR-1679 I Most Widely Accepted and Trusted Page 25 of 40 FIRST STORY WALL: ADD—STK TO MODEL NAME. EX: SSW2lx9—STK ooa 0000 000D 0 j -- ----- ;----- a — DESIGNER IS PERMITTED TO 4 OR ALTERNATE a MODIFY DETAILS FOR SPECIFIC SSW SSW ° �' CONDITIONS. TWO-STORY STACKED 6-SSW2 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE "TEEL STRONG -WALL TWO-STORY STACKED DETAILS (61SSW2) ESR-1679 I Most Widely Accepted and Trusted Page 26 of 40 PLACE SSW PANEL OVER THREADED DRILL 2° DIAMETER x 1" DEEP RODS AND SECURE WITH HEAVY HEX HOLE OR NOTCH 2"x2"x1" DEEP NUTS (PROVIDED). USE 15%" MAX. IN SHEATHING & RIM 0 0 0 0 WRENCH SOCKET FOR 1" NUT JOIST SET LOWER NUT FLUSH NUTS SHALL BE SNUG TIGHT. DO WITH TOP OF SHEATHING. SSW NOT USE AN IMPACT WRENCH. BASE PLATE SHALL SIT FLUSH & LEVEL ON NUTS SIMPSON A34 EACH SIDE 1" DIAMETER ROD THREADED RODS _NGTH (PROVIDED WITH SSW_2KT) FOR SHIMS GREATER 5 THAN %" SEE SW UPPER PANEL MAXIMUM ROD SHEAR REDUCTION LENGTH FACTOR 18 INCHES 1.00 21 INCHES 0,94 ROD LENGTH IS TOTAL OF FLOOR JOIST DEPTH PLUS Top INTERIOR ELEVATION PLATES PLUS SHIM THICKNESS. SHEAR TRANSFER PLATE AND #14 SELF -DRILLING SCREWS (PROVIDED WIIH SSW= 2KT) SHEAR TRANSFER BY OTHERS (LTP4 SHOWN) DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. TWO-STORY STACKED WALL CONNECTION KIT WALL WIDTH MODEL NO. CONTENTS (in) 15 SSW15-2KT EACH KIT CONTAINS: (1) SHEAR TRANSFER PLATE 18 SSW18-2KT (with #14 SCREWS) (2)1"x48" THREADED RODS 21 SSW21-2KT (ASTM A36) (6) HEAVY HEX NUTS 24 SS SOLID BLOCKING BELOW STEEL STRONG -WALL DRILL 1Y,6' MAX DIAMETER HOLE IN DOUBLE TOP PLATE FOR RODS ATTACH TOP OF SSW TO TOP PLATES WITH SIDS Y4'x3Y2" SCREWS (PROVIDED WITH SSW) HEAVY HEX NUTS TOP AND BOTTOM (PROVIDED WITH SSW_ 2KT). NUTS SHALL BE SNUG TIGHT DO NOT USE AN IMPACT WRENCH. RIM JOIST 10d COMMON NAILS (NOT INCLUDED) wz4-zKT INSTALLATION INSTRUCTIONS EXTERIOR ELEVATION TWO-STORY STACKED FLOOR FRAMING 9-SSW2 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 5--- STEEL STRONG -WALL TWO-STORY STACKED DETAILS (Continued) (9/SSW2) Of 2°' STORY ,EEL STRONG —WALL SHEAR TRANSFER PLATE AND #14 SELF —DRILLING SCREWS (PROVIDED WITH SSW= 2KT). / 10d COMMON NAILS (NOT PROVIDED) RIM JOIST SHEAR TRANSFER BY OTHERS (SIMPSON LTP4 SHOWN FOR ILLUSTRATION) SDS Y"x3Y" SCREWS (INCLUDED WITH WALL) FIRST STORY STEEL STRONG —WALL m NER ISPERMITTED TO MODIFYS FOR SPECIFIC CONDITIONS. FLOOR SHEATHING SOLID BLOCKING BELOW STEEL STRONG —WALL BETWEEN FLOOR FRAMING PERPENDICULAR FLOOR FRAMING SPACED AT 2'-0" O.C. MAXIMUM. WHERE FRAMING IS PARALLEL TO WALL, INSTALL BLOCKING WITHIN 6" OF EACH END OF STEEL STRONG —WALL, BLOCKING DEPTH SHALL MATCH FLOOR FRAMING DEPTH. TWO-STORY STACKED FLOOR SECTION 8-SSW2 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE "TEEL STRONG -WALL TWO-STORY STACKED DETAILS (Continued) (8/SSW2) and 28 Of FULL HEIGH FOR OUT LOADING WITH i( SSW NAIL SSW-STK (FACTORY INS DESIGNEE DETAILS BALLOON FRAMING 1-SSW3 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 5—STEEL STRONG -WALL BALLOON FRAMING DETAILS (11SSW3) ESR-1679 1 Most Widely Accepted and Trusted Page 29 of 40 PLACE SSW PANEL OVER FULL HEIGHT STUDS THE ANCHOR BOLTS AND DESIGN BY OTHERS SECURE WITH HEAVY 0 0 0 0 HEX NUTS. (PROVIDED) USE 1E%" WRENCH/ SOCKET FOR I" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS, BALLOON FRAMING BASE PLATE CONNECTION 2-SSW3 FULL HEIGHT STUDS (DESIGN BY OTHERS) PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) USE ° ° O ° 15%" WRENCH/ SOCKET FOR 1` NUT NAILING BY OTHERS NUTS SHALL BE SNUG TIGHT. JOIST HANGER DO NOT USE AN IMPACT WRENCH. STEEL (IF REQUIRED) 0 0 0 0 - STRONG -WALL ° BLOCK SOLID BELOW FULL 1;11 ° FRAMING HEIGHT STUDS(BY OTHERS) r - FRAMING BY 4 ° ° P , OTHERS, TYP. as a � DESIGNER Is �ERWTTED TO MODIFY ELEVATION SECTION DETAILS FOR SPECIFIC CONDITIONS. BALLOON FRAMING AT WOOD FLOOR 3—SSW3 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 6—STEEL STRONG -WALL BALLOON FRAMING DETAILS (Continued) (2, 31SSW3) ESR-1679 I Most Widely Accepted and Trusted Page 30 of 40 FULL HEIGHT STUDS (DESIGN BY OTHERS FOR OUT —OF —PLANE WIND OR SEISMIC LOADING). 2-2x6 MINIMUM EACH SIDE WITH 10d NAILS AT 16' CC STUD TO SSW NAILER STUD AND STUD TO STUD. 4 AT TOP OF WALL, SEE SW3 1"0 ASTM A36 THREADED ROD (PROVIDED WITH SSWBF—I(T) DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. PLACE SSW PANEL OVER THE THREADED RODS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). USE 1%' WRENCH/ SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SECURE THREADED RODS TO TUBE WITH HEAVY HEX NUTS. (PROVIDED WITH SSWBF—KT) USE 1%" WRENCH/ SOCKET FOR I" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. BALLOON FRAMING WALL TO WALL CONNECTION 5-SSW3 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 6—STEEL STRONG WALL BALLOON FRAMING DETAILS (Continued) (5/SSW3) ESR-1679 1 Most Widely Accepted and Trusted Page 31 of 40 FOR 8" TO 12' BLOCK DEPTHSM CS16 STRAPS REQUIRED WITH 10d x 10" NAILS (0.148"x1.5) SHIM BLOCK HEIGHTS GREATER THAN 8" AND UP TO 10" 8 NAILS INTO BLOCK 8 INTO SSW NAILER STUD SHIM BLOCK HEIGHTS GREATER HAN 10" AND UP TO 12": SHEAR CONNECTORS 10 NAILS INTO BLOCK REQUIRED ON EACH SIDE 10 INTO SSW NAILER STUD OF BLOCK PER TABLE.7 TOP PLATE 4x or 6x SHIM BLOCK ATTACH TOP OF WALL TO 10d COMMON BLOCK WITH SDS'/a" x 3�/h" NAILS SPACED AT SCREWS (PROVIDED) 16" O.C. STUD TO SSW NAILER STUD & STUD TO STUD. ELEVATION WALL MODEL TOTAL CONNECTORS BLOCK TO TOP PLATE SHEAR CONNECTORS 15 WALL 4 2 each side LTP4 OR A35 15 WALL 4 2 each side LTP4 OR A35 i 21" WALL 6 (3 each side LTP4 OR A35 24" WALL I 6 (3 each side) I LTP4 OR A35 SIMPSON LTP4 4x or 6x BLOCK (4x SHOWN) SEC TION SIMPSON LTP4 AT 6x BLOCK SIMPSON A35 %T 4x BLOCK SDS Y4"x3Yz" SCREWS PROVIDED) DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. BALLOON FRAMING TOP OF WALL CONNECTION 4-SSW3 U.S. Patent 8,281,551 Canadian Patent 2,489,845 FIGURE 6—STEEL STRONG -WALL BALLOON FRAMING DETAILS (Continued) (4ISSW3) ESR-1679 1 Most Widely Accepted and Trusted Page 32 of 40 SSWAB SSWAB SHEAR REINFORCEMENT PER MINIMUM CURB/STEMWALL 3 4/SSW1 WHEN REQUIRED. 3 WIDTH PER 4/SSWU SHEAR REINFORCEMENT PER 4/SSW 1 WHEN REQUIRED. SLAB ON GRADE FOUNDATION 171 "a a � I )zW Y2W W CURB OR STEMWALL FOUNDATION DESIGNER IS PERMITTED TO MODIFY OE TAILS FOR SPECIFIC CONDITIONS. 3" oPwNc H de a d, s 3" CTR. MIN. 3" CLR. MIN. Y2W Ow Y2W W INTERIOR FOUNDATION SSWAB MINIMUM CURB/STEMWALL WIDTH PER 4/SSWI. SHEAR REINFORCEMENT PER 4/SSWI WHEN REQUIRED. BRICK LEDGE FOUNDATION NOTES : 1_ SEE 2/SSW1 AND 3/SSW1 FOR DIMENSIONS AND ADDITIONAL NOTES. 2, SEE 4/SSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. 3, MAXIMUM H = I, — da SEE 5/SSW1 AND 6/SSW1 FOR I,. STEEL STRONG —WALL ANCHORAGE — TYPICAL SECTIONS 1—SSW1 FIGURE 7—STEEL STRONG -WALL ANCHORAGE DETAILS (1ISSW1) ESR-1679 Most Widely Accepted and Trusted Page 33 of 40 SIMPSON STEEL SLAB OR CURB AND SURROUNDING STRONG WALL FOUNDATION NOT SHOWN FOR CLARITY SSWAB %W a W %W ° as E TABLES BELOW FOR DIMENSION FOUNDATION PLAN VIEW STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH SSWAB 3/q° ANCHOR BOLT SSWAB 1° ANCHOR BOLT ASD ALLOWABLE UPLIF W (in) de (in) ASO ALLOWABLE UP s W (in) de (in) SEISMIC CRACKED STANDARD 800 22 8 P6,100 33 11 9,600 24 8 17 35 HIGH STRENGTH 12 33,00 5 17 19,900 38 3 35,300 54 18 UNCRACKED STANDARD 8,800 19 7 15,700 28 10 9,100 21 7 17,100 30 10 HIGH STRENGTH 18,300 31 11 32,300 44 15 19,900 33 11 35,300 47 16 WIND CRACKED STANDARD 5,100 14 6 6,200 16 6 7,400 18 6 11,400 24 8 9,600 22 8 17,100 32 11 HIGH STRENGTH 11,400 24 8 21,100 36 12 13,600 27 9 2T300 42 14 5,900 30 0 31,800 46 6 19,900 35 12 35,300 50 17 UNCRACKED STANDARD 5,000 12 6 6,400 14 6 7,800 16 6 12,500 22 8 9,600 19 7 17,100 28 10 HIGH STRENGTH 2,500 22 8 21,900 32 1 14,300 24 8 26,400 36 12 17,000 27 9 31,500 40 14 immo 30 0 35,300 43 15 FIGURE 7-STEEL STRONG -WALL ANCHORAGE DETAILS (Continued) (2lSSW1) 7 ESR-1679 I Most Widely Accepted and Trusted Page 34 of 40 STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 3500 PSI CONCRETE DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH SSWAB 3/4" ANCHOR BOLT SSWAB 1" ANCHOR BOLT ASD ALLOWABLE UPLIFT (Ibs) (W) (in) ASD UPLIFT UPLIFT (Ibs) CRACKED STANDARD 9,000 20 7 15,700 29 10 T600 21 7 17,100 31 11 HIGH STRENGTH 18,200 32 11 33,000 46 16 19,900 34 12 35,300 48 16 SEISMIC UNCRACKED STANDARD 8,800 17 6 15,700 25 9 9,0 19 7 17,100 27 9 HIGH STRENGTH 18600 28 10 32,600 40 14 19,900 30 10 35,300 42 14 CRACKED STANDARD 6,000 14 6 7,300 16 6 7,300 16 6 13,500 24 8 9,600 20 7 17,100 29 10 HIGH STRENGTH 11,800 22 8 22,700 1 34 12 13,500 24 8 27,400 38 13 17.000 28 10 32,300 42 14 19,900 32 11 35,300 45 15 WIND UNCRACKED STANDARD 6,000 12 6 7,500 14 6 7,500 14 6 12,300 20 7 9,600 17 6 17,100 25 9 HIGH STRENGTH 12,S00 20 7 21,300 28 10 14,800 22 8 26,000 32 11 16,900 24 8 31,300 36 12 19,900 27 1 1 9 35,300 39 13 STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 4500 PSI CONCRETE DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH SSWAB 3/4" ANCHOR BOLT SSWAB 1" ANCHOR BOLT ALLOWABLE UPLIFT (Ibs) W (in) d° (in) ALLOWABLE UPLIFT (Ibs) W (in) d° (in) CRACKED STANDARD 8,700 18 6 16,000 27 9 9,600 20 7 1-7100 29 10 HIGH STRENGTH 17,800 29 10 32,100 42 14 19,900 32 11 35,300 45 15 SEISMIC UNCRACKED STANDARD 9,100 16 6 15,700 23 8 9,600 17 6 17,100 25 9 HIGH STRENGTH 17,800 25 9 32,500 37 13 19,900 27 9 35,300 39 13 CRACKED STANDARD 5,400 12 6 6,800 14 6 8,300 16 6 11,600 20 7 9,600 18 6 17,100 26 9 HIGH STRENGTH 11,600 20 7 21,400 30 10 13,400 22 8 25,800 34 12 17,300 26 9 31,000 38 13 19,900 29 10 35,300 42 14 WIND INCRACKED STANDARD 6,800 12 6 6,800 12 6 8,500 14 6 12,400 18 6 9,600 16 6 17,100 23 8 HIGH STRENGTH 12,400 18 6 21,600 26 9 14,500 20 7 26,700 1 30 10 16,800 22 8 32,200 34 12 19,900 25 9 35,300 1 36 12 NOTES : 1. ANCHORAGE DESIGNS CONFORM TO ACI 318-19, ACI 318-14 AND AS 318-11 APPENDIX 0 WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED, 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (ITS) (ASTM A449). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN CDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO AS 318-19 SECTION 17.10.5-3, ACI 318-14 SECTION 17.2-3.4.3 AND ACI 318-11 SECTION D.3.3.4. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SRO C. 5- FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE DESIGNER MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. SEE 1/SSW] AND 2/SSW1 FOR W AND d°. SSWAB TENSION ANCHORAGE SCHEDULE 3,500/4,500 PSI 3-SSW1 FIGURE 7-STEEL STRONG -WALL ANCHORAGE DETAILS (Continued) (3/SSW1) ESR-1679 I Most Widely Accepted and Trusted Page 35 of 40 L, MIN. #3 HAIRPIN, GRADE 60 REHAB (MIN.) FIELD TIE AND SECURE DURING SSWAB CONCRETE PLACEMENT. OVERLAP VARIES WITH BOLT SPACING, HAIRPIN SHEAR REINFORCEMENT #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. SSWAB / A \ SSWAB Yp" CLR m a eg E #3 HAIRPIN, GRADE 60 REBAR (MIN.) L SSWAB L FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. TIE SHEAR REINFORCEMENT #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. ITG" SPACING HAIRPIN INSTALLATION SECTION A (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STEEL STRONG —WALL SHEAR ANCHORAGE SEISMIC3 W1ND4 MODEL I, OR I„ (in.) SHEAR REINFORCEMENT MIN. CURB/ STEMWALL WIDTH (in.) SHEAR REINFORCEMENT MIN. CURB/ STEMWALL WIDTH (in') ASO ALLOWABLE SHEAR LOAD V (16s.)s 6" MIN CURB/STEMWALL 6" MIN CURB /STEMWALL UNCRACKED CRACKED UNCRACKED CRACKED SSW12 9 (1) #3 TIE 6 NONE REQUIRED — 1230 880 1440 1030 SSW15 12 (2) 93 TIES 6 NONE REQUIRED — 1590 1135 1810 1295 SSW18 14 (1) #3 HAIRPIN 85 (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEAR LOAD OF THE STEEL STRONG —MALL PANEL SSW21 15 (2) #3 HAIRPIN 85 (1) #3 HAIRPIN 6 SSW24 17 (2) #3 HAIRPIN 85 (1) #3 HAIRPIN 6 NOTES 1, SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-19, ACI 318-14 AND ACI 318-11 AND ASSUME MINIMUM Pc=2,500 PSI CONCRETE - SEE DETAILS 1/SSWI TO 3/SSW1 FOR TENSION ANCHORAGE. 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR PANELS INSTALLED ON A WOOD FLOOR, 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 ADO C MAY USE WIND ANCHORAGE SOLUTIONS. 4, WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B. 5. MINIMUM CURB/STEMWALL WIDTH IS 6" WHEN STANDARD STRENGTH SSWAB IS USED. 6. USE E) #3 TIE FOR SSW12 AND SSW15 WHEN THE STEEL STRONG —WALL PANEL DESIGN SHEAR FORCE EXCEEDS THE TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. 7. CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318-19 SECTION 17.9.2, ACI 318-14 SECTION 17.7.2 AND ACI 318-11 0. 8.2. SSWAB SHEAR ANCHORAGE 4-SSW1 FIGURE 7—STEEL STRONG -WALL ANCHORAGE DETAILS (Continued) (41SSW1) ESR-1679 I Most Widely Accepted and Trusted Page 36 of 40 PEACE ANCHOR REINFORCEMENT MERE INDICATED BASED ADD REW EM DUMBLY LEN R LE REW.RED 9GE AI LOGnONS MPPMEOI PNN 3) JJ FAR PEixEWCOORGE PFA SSWPRIHSI <)SSWI 1WE)v flOVwEA �rill_�III-�____ Ni ANCHOR BERNARDI IS FOR ANAllPIS ONEY.LRPOE BEAI.I WAO CATECHEE U100.EME00.[mENI) SHEAR RBNPOWDRENT PER By OSIGNE0. ESw1 -ED FEWiOM Ad , aP11= COLD FORT RED 10'p BE AMONG RENFORCENENT PIN TABLE. SHE WBEAM M, PC REINFORCEMENTMAY"EET Wpm FLAT 15 DEEELNED BY PEOPLE,. s GRADE BEAM TOP SAIDeOFTEN BELITTLEMENT BY DESIGNER EaMUG RFOCH CORLD AHD REINFORCEMENT ILES I 10 P MA,. C Ip'MAN. L4� DEPTH BYAGRE W WETH BY BESCNFR NUE NIL) MISER .1 INDOOR FB:6CRCEY[NT Pm TABLE GRADE BEAM ELEVATION AT 18", 21" AND 24" WALL MODELS 1 GRADE BEAM SECTION AT ANCHOR REINFORCEMENT 3 PLACE ANCHOR REINFORCEMENT MERE INDICATED If BPSio 1 REOGEEAT WARMERICITY SEMARRnm PnINA ucuNEm EA E NTH z) caw mNT B 1 SHEAR REINED CEMENT PER SSwACHI AUGGY,ROGER vME, ANOTHER fI ` CCxnuIWS CAPI[ BEAM TIP IR.NE BEAM SHEAR FIERENEEEiNT BY AID "LL. ZBFIIIEMIBl BY ED DESIGNER u 'HEM nE A � LIMO MWi CYCLE TEAM TIP AND READE BEIHGONCEMENT BY DESIGNERBp1TW REINFORCEMET BY DESIGNER I DEBTOR By DESCH WAR EWAL px 11.1E nE A11111 w Wpm BY 06' MIL$ REINFORCEMENT PER TABLE GRADE BEAM ELEVATION AT 12" AND 15" WALL MODELS 2 GRADE BEAM SECTION AWAY FROM ANCHOR REINFORCEMENT 4 SSW GRADE BEAM ANCHOR REINFORCEMENT RD MGM mPME .mcx ED uN.HEF ANND ciURBIEF EAT (x, THEEDAMS' m M"DE xD. wA"E1m n.) WTHATERNALL M")sssw.�s m°Aflg°wucx HIGH sj swea (M.1 Irz' xppR M 5- N MERGE FEE PER s- I CLOY. LEE PEA BOLD 'I'D, S�SA2PUS Y- apxp DEC AEG n.00. u.IDD E BIDED 11.1E, "WITH, A- ea GLi LEE PE IP a :1 BIBLE z- RIG CLOSED BEs PE a E-14 "I'll FEE PEWIF- "CO, 6TW0 0' uwEL MODEL 72000 I'll, M NixO REINFORCEMENT CDNMRAS m Aw ]lo-ls SECTION 1752E AE 3IB-14 BILLION 4A3s AND PG 31e-11 FACTOR Ls.zs AND PERFORMANCE WAS PATENTEE THROUGH Nu SOME 16nrvG. z. L1 OMPBESSYE STRENGTH, T.= zWG PAL NI clxpREY c s AGREES WE ANCHOR REINFORCEMENT TO BE ASTM A6I5 WADE BG THIN) /6 BEAR i MAPSOPSSBm6n[ P[mMMEENDSS LAND TTHETAuuTED ANNNE. PRED 11DOE 11B DESIGNER p61GD"MEWENr AND AHEAD LOADING HDESIGN EM o REGION MECLFUR CAS AND SHEAR SREEINGTH15 GRADUATETOANDAFT PLAIDCI SOIL PLANE M IOC HINDU DEMANDS ASSOCIATED MAY USE REDUCAED MOMENT WETO APPPLLiED SSART uIIBALDWAD SECTION P MOMENTT SHALL BE THEDIESSEERSOFTTHE TABULATED1iMOMENTT RECENT AWARDED BUD DESIGN MOMENT FDIC WSMIIC'. pE LIEM�/ A "T ASS" HBly T FIR " DESIGNEDEAGER BUM Omni 6 COOL MINIMUM GRADE BEAD MEET MWENT FOR WON AND OPENS 1N SEISMIC BEGAN CATEGORY A AND B uN DETAGxE 1 AND z BABBITT EMuwGS 11N UO a pm ELEMENT) . ssw HEIGHT COOLED BE MAY BESINGLEPIECE CHOP GI FOR PIECE Asswfity WIN n M-6TION iMITSP SPACING RETIREMENTS nG DECADE C TROOPS C A G ESP WDSS EREFT SEE RETAIL ERRsw1l G. SEE EETAnS mx WADE BEAM PNcxex FDLEDacEHENr PucEsrvr. 1rv4n1unpry .wD sFu1xG xSaIRSME1rs upssp nE ALMCx xElxlaScsvEr Ounxnrc 1s PER wPLL FOR THE 1S AND 1r vNAu uppETs. AND PLO u¢nDe EaR THE 18', rz( AND z � MImE. SSWAB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS 5 SSWAB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS FIGURE 7—STEEL STRONG -WALL ANCHORAGE DETAILS (Continued) (1, 2, 3, 4, 51SSW1.1) LSR-1679 I Most Widely Accepted and Trusted Page 37 of 40 TOP CROSSTIE CAP STANDARD 90 DEGREE HOOK CONSECUTIVELY PLACED CROSSTIES MUST ALTERNATE PLACEMENT OF _ STANDARD 135_"�490 DEGREE HOOK SSWHSR_KT U-STIRRUP #4 SINGLE PIECE HOOP #4 TWO PIECE ASSEMBLY DIMENSIONING NOTES F. HEIGHT OF ANCHOR REINFORCEMENT ASSEMBLY BY DESIGNER CLOSED TIE ANCHOR REINFORCEMENT 6—SSW1.1 SSWHSR AND SSWAB ASSEMBLY 3' 3" L HE ON EXTENSION KIT TOP OF CONCRETE - TOP OF CONCRETE SSWHSR HEAVY HEX NUT FIXED IN PLACE ON ALL SSWAB ANCHOR BOLTS CUT TO LENGTH 3/q- OR 1" HIGH STRENGTH ROD HIGH STRENGTH COUPLER NUT AS NECESSARY ASSEMBLY IQ = HIGH SSWAB IQ STRENGTH + SSWHSR 1,,R' COUPLER NUT SSWAB TOTAL SSW WIDTH MODEL NO. DIAMETER LENGTH 1, SSWHSR3/4-21(T 24" 21 12' MODEL SSWHSR3/4-3KT 3/q" 36" 33" 15", 18", 21" SSWHSRI-2KT 1 24' 21" AND SSWHSRI-3KT 1" 36" 33" 24' MODELS SSW ANCHOR BOLT EXTENSION 6—SSW1 DIAMETER LENGTH ITS ON HIGH STRENGTH MODELS HEAVY HEX NUT FIXED IN PLACE ON ALL SSWAB ANCHOR BOLTS HEAVY HEX NUT PLATE WASHER HEAVY HEX NUT STEEL STRONG- WALL WIDTH MODEL NO. DIAMETER LENGTH I. 12' MODEL SSWA83/424 A/," 24" 19" SSWAB3/4x24HS/q' 24" 19" SSWAB3/4x30 x/y" 30" 25" SSWAB3/430HS 30" 25' SSWAB3/406HS X4" 36" 31" 5', 18", 21" AN MODELS SSWABIx24 1" 24" 19" SSWAB1 x24HS 1" 24' 19' S5WA6lx30 I" 30" 25" SSWA81 x30H5 1" 30" 25" SSWAB,,36H5 1" 36 31" SSW ANCHOR BOLTS 5—SSW1 FIGURE 7---STEEL STRONG -WALL ANCHORAGE DETAILS (Continued) (5,61SSW1, 61SSWIA) ESR-1679 I Most Widely Accepted and Trusted Page 38 of 40 2.5 ksi concrete 12in. wall T=[28.1- 788-5.95(3.4PrVh)]-P 151n. wall T=[36.1- 1301-5.95(4.6Pr Vh)]-P 18in. wall T=[45.0 2025-5.95(6.114Vh)]-P 21 In. wall T = [53.9- 2908-5.95(7.6Pr Vh)]-P 24in. wall T=[62.8 3950-5.95(9.1P4Vh)]-P 3.0 ksi concrete 12in. wall T=[33.7- 1 135- 7.14(3.4W Vh)]- P 151n. wall T=[43.3- 1874-7.14(4.611I­Vh)]-P 18in. wall T=[54.0- V2916-7.14(6.1PFVh)]-P 21in. wall T=[64.7- 4187-7.14(7.614Vh)]-P 24in. wall T=[75.4 5688-7.14(9.1WVh)]-P 4.5 ksi concrete 12in. wall T=[50.5- 2554-10.71(3.4RVh)]-P 15in. wall T=[64.9- 4216-10.71(4.6RVh)]-P 18 in. wall T=[81.0- 6560-10.71(6.1R Vh)]-P 21in. wall T=[97.1- 9421-10.71(7.6P-Vh)]-P 241n. wall T=1113.1- J12,797-10.71(9.11B- Vh)]-P For SI: 1 inch = 25.4 mm, 1 kip = 4.45 kN, 1 ft-lb = 1.36 N-m tP M 8aw FORCES AT BASE OF WALL T = resulting anchorage tension (uplift) force (kips) V = design shear (kips) P = total vertical load (kips) It = wall height (inches) For two-story stacked applications, substitute Mm.. for Vh: Vh = Meaaa(100012 )(kip -in) Where Men, = Design moment at base of wall (ft-Ibs) For SI use the following adjustments: V = design shear (kN)14.45 P = total vertical load (kN)14.45 h = wall height [mm)125.4 T x 4.45 = resulting anchorage tension (uplift) force (kN) Fortwo-story stacked applications, substitute Men. for Vh: Vh=Ma". (N-m) 113.0 Where Me... = Design moment at base of wall (N-m) Notes: 1.) Equations maybe used to calculate uplift forces at the base of first -story walls on concrete foundations. 2.) Equations are based on limiting concrete bearing on a 3-11T' wide base plate at the edge of concrete. EXAMPLE 3 (Single -Story SSWI: Given: SSW18x9 wall on 2.5 ksi concrete Seismic Loading Design Shear (V) = 2.0 kips < 2.15 kips (Vffl ,.abi.) P (Vertical Load) =1.0 kip h = wall height=105.25" T=[45.0- 2025-5.95(6.114Vh)]-P EXAMPLE 4 (2Story Stacked SSW Condition): Given: See Example 2-Two Story Application. SSW18x9STK wall on 2.5 ksi concrete Wind Loading Men. = 17,550 ft-Ibs (Moment at base of 2-story, stacked wall) Vh=17,550x 12 (1000 kip-in=210.61dp-in P (Vertical Load) = 2.0 kips hl T=[45.0 2025-5.95(6.1(1+2.Ox105.25�1.0=16.9kip; T=[45.0- 2025-5.95(6.1WVh)]-P T=[45.0 2025-5.95(6.k2+210.6]-2=16.6kips FIGURE S-EQUATIONS FOR CALCULATING UPLIFT FORCES AT BASE OF FIRST -STORY WALL IMES Evaluation Report ESR-1679 LABC and LARC Supplement Reissued June 2021 This report is subject to renewal June 2022. www.icc-es.orp 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 05 00 00—METAL Section: 05 40 19—Cold-Formed Shear Wall Panels DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 12 1 9—Shear Wall Panels REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: STEEL STRONG -WALL SSW SHEAR PANELS AND S/SSW SHEAR PANELS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Steel Strong -Wall SSW Shear Panels and S/SSW Shear Panels, described in ICC-ES evaluation report ESR-1679, 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: ■ 2020 Cdy of Los Angeles Building Code (LABC) ■ 2020 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Steel Strong -Wall SSW Shear Panels and S/SSW Shear Panels, described in Sections 2.0 through 7.0 of the evaluation report ESR-1679, comply with the LABC Chapters 19, 22 and 23, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Steel Strong -Wall SSW Shear Panels and S/SSW Shear Panels, described in this supplement, must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-1679. • The design, installation, conditions of use and identification are in accordance with the 2018 International Building Code® (2018 IBC) provisions noted in the evaluation report ESR-1679. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16,17 and 93, as applicable. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted when Steel Strong - Wall SSW Shear Panels and/or S/SSW Shear panels are used in line with other types of lateral -force -resisting systems. Only one system type shall be considered as the lateral resistance element, except where approved by LADBS on a case - by -case basis. • Braced wall panel provisions in Section 4.1.2 of the evaluation report ESR-1679 are replaced with the following: When braced wall panels are required by Section 2308 of the LABC, Steel Strong -Wall SSW Shear Panels and S/SSW Shear Panels can be used only if engineering calculations are provided. • The seismic design provisions for hillside buildings referenced in LABC Section 2301.1 have not been considered and are outside of the scope of this supplement. This supplement expires concurrently with the evaluation report, reissued June 2021. ICC-ESEvaluafion Repor are not to be construed as represenfing aesthetics rany otherauributes notspecftally addressed, noraretheytnbeconatrued asanendorsementofthesubjectofthereponorarecommendauonforiuwu .nh isnowaa tybylCCEvaluauun Service,LLC, age arimplied, as ■= M to anyfinding or other matter in this report or as to anyproduct covered by the report. man s Copyright ©2021 ICC Evaluation Service, LLC. All rights reserved. Page 39 of 40 ICC-ES Evaluation Report ESR-1679 FBC Supplement Reissued June 2021 This report is subject to renewal June 2022. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 05 00 00—METALS Section: 05 4019—Cold-Formed Shear Wall Panels DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 12 19—Shear Wall Panels REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: STEEL STRONG -WALL SSW SHEAR PANELS AND S/SSW SHEAR PANELS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Steel Strong -Wall SSW Shear Panels and S/SSW Shear Panels, described in ICC-ES evaluation report ESR-1679, have also been evaluated for compliance with the codes noted below. Applicable code editions: is 2020 Florida Building Code —Building ■ 2020 Florida Building Code —Residential 2.0 CONCLUSIONS The Steel Strong -Wall SSW Shear Panels and S/SSW Shear Panels, described in Sections 2.0 through 7.0 of ]CC -ES evaluation report ESR-1679, comply with the Florida Building Code —Building or the Florida Building Code —Residential, provided the design requirements are determined in accordance with the Florida Building Code —Building or the Florida Building Code —Residential, as applicable. The installation requirements noted in ICC-ES evaluation report ESR-1679 for the 2018 International Building Code® meet the requirements of the Florida Building Code —Building or the Florida Building Code — Residential, as applicable. Use of the Steel Strong -Wall SSW Shear Panels and S/SSW Shear Panels have also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building and the Florida Building Code — Residential. For products falling under Florida Rule 61G20-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued June 2021. ICC4SEvaluatioa Reports are not to be construed as representing aesthetics or any other attributes not specfecallyaddressed, nor are theyto becan ad `- as an endorsement ofthe subject ofthe report ora recommendation for its use. There is no warrantyby ICCEvaluation Service, LLC, pressor ar emptied, as bus to anyfinding or other matter in this report, or as to anyproductcovered by the report. m,w „- Copyright ®2021 ICC Evaluation Service, LLC. All rights reserved. Page 40 of 40 �j(JG�,G �h�iV�e.�v�.✓l� ��s l�n��,��( -Y�-. iYIGCHGrG( G�i-cars �t5 qWtt#uAmaq� e�'4 hita%k%V-,' VAIY F vJ ivvw ,JIRAY r9A "3 p'l 1, ! �"e ail (! 14 #0 y� k �� ram. � e �f '' ` '✓ i T � r�.� �'�J� �I,r °-�L DEFINITIONS ing through the breaches in both sides of the assembly and the materials or devices, or both, installed to resist the spread of fire through the assembly for a prescribed period of time. ❖One method of protection for penetrations through fire walls, fire barriers, fire partitions and fire-resis- +nnra-rated flnor/celina assemblies is to provide a 714.3.12 and 714.4.1.2). Through -penetration fire - stop systems maintain the required protection from the spread of fire, passage of hot gases and transfer of heat. The protection is often provided by an intu- mescent material. 'Upon exposure to high tempera- tures, this material expands as much as eight to 10 times its original volume, forming a- high -strength char. This is one of several types of through -penetration firestop systems available. This definition is based on information from three sources: ASTM E814; a com- pilation of definitions from ASTM International Stan- dards and the " Fire Resistance Directory by Underwriters Laboratories Inc [BS] TIE -DOWN (HOLD-DOWN). A device used to resist uplift of the chords of shear walls. •SA shear wall resists lateral forces that are typically applied at the top of and parallel to the wall from the floor or roof diaphragm. This load will rack the wall and attempt to turn it over. of the strength. of the sheathing and framing is adequate to resist the load and appropriately attached, the sheathing will resist the tendency to rack the wall. To prevent the wall from overturning, the tension chord must be ade- quately anchored to the foundation or structure below. Anchor bolts in the sill plate are not typically designed to resist these overturning loads. Hold- ften necessaryat the ends of the sist overturning from high lateral loads ds or seismic ground motion. _ Metal connector that connects wythes of 3 ther. to connect adjacent masonry wythes ct to requirements for strength, durabil- _. tion.6Ties are either adjustable or non- larger titan wne cantile and stor and the volun 2-98 L CLAY. A hollow masonry unit hale, fire clay or mixture thereof, nits are produced as end tiles ffer from clay brick by having ner webs between them. .AGE OF. Storage of tires where ;e exceeds 20,000 cubic feet (566 [ascribes a storage space that is would be found in most typical mer- ge occupancies. Because of its size of combustible material it would house, it poses an extraordinary hazard for fire`g tection. The volume is based on the legacy code deftn which was based on 10,000 passenger vehici weighing an average of 25 pounds (11 kg) rather than the volume of the stored tires. Assum 24-inch by24-inch space (610 mm by 610 mm) fed average passenger vehicle tire and a 6-inch mm) thickness, the result is 20,000 cubic feet m3): 10,000 tires x 2 ft x 2 ft x 0.5 ft= 20,000 ft3 ; The 20,000 cubic feet (566 m3) represertf actual volume of stored materials based one equivalent height and area for passenger vehicle as shown in the calculation above and `does include circulation area or other portions ofg building.' Rather, it focuses on how much of material is present. Although the definition uses term "area" rather than "volume," it is the volume becomes the threshold consideration. Still, the f where the tires are ;stored implies the footprint) for storage. It is not the intent to apply this to !I outside of those used for bulk tire storage. Buildings used for the bulk storage of tires; classified as Group S-1 occupancies in accordi with Section 311.2. All Group S-1 occupant regardless of square footage, are required by Se( 903.2.9.2 to be equipped with anNFPA 13aufon sprinkler system if used for the bulk storage of; Chapter 34 of the IFC also requires that bulk storage buildings be further designed to compiy' NFPA 13, and Chapter 32 of the IFC inch additional requirements for high -piled rubber storage as a high -hazard commodity commentary, Chapters 32 and 34 of the IFC). [A] TOWNHOUSE. A single-family dwelling unite structed in a group of three or more attached units in v each unit extends from the foundation to roof and with space on at least two sides. ❖This specific configuration of construction is c different things in different parts; of the country, - as a rowhouse. A townhouse structure that meet following four criteria is not regulated by the codE is regulated by the 1RC. Those criteria are: 1. Each unit extends from foundation to root no vertical overlap of any parts of adjc units; 2. Each unit must have open space on at lea: sides (either two opposite or two adjc sides); 3. Each unit must have, a separate meal egress; and 4. The building must not exceed three .s above grade plane. If all of these criteria are met, then according 1 exception to Section 101.2, the structure is ' 2015 INTERNATIONAL BUILDING DEFINITIONS of the IRC. (It should also be noted that town- ; within the IRC must be separated by a wall or ieeting specific criteria.) If a structure does not nese four criteria, it will need to be regulated the code and will either be classified as a R=2'ordro1Jp R-3 structure, depending on how is are separated. A building containing three or (welling units is regulated as a Group R-2 "Dwelling" and "Dwelling unit'). Finally, the of "Townhouse" is not dependent on the of individual lots. A townhouse structure built with any number of attached units on lot, or it could be developed such that a ne'lies at each common wall separating two definition for "Lot"). A chemical falling within any of the following :hemical that has a median lethal dose (LDS,) of re than 50 milligrams per kilogram, but not more a 500 milligrams per kilogram of body weight when unistered orally to albino rats weighing between i and 300 grams each. ihemical that has a median lethal dose (LD50) of re than 200 milligrams per kilogram, but not more i 1,000 milligrams per kilogram of body weight ;n administered by continuous contact for 24 hours less if death occurs within 24 hours) with the bare i of albino rabbits weighing between 2 and 3 kilo- ns each. :hemical that has a median lethal concentration .so) in air of more than 200 parts per million, but not `e'than 2,000 parts per milfion by volume of gas or or, or more than 2 milligrams per liter but not more 20 milligrams per liter of mist, fume or dust, when unistered by continuous inhalation for 1 hour (or if death occurs within 1 hour) to albino rats weigh - between 200 and 300 grams each. efinition is derived from DOL 29 CFR; Part 200. These materials are considered danger - humans when either inhaled, absorbed or d through the skin or when orally ingested. materials differ from highly toxic materials with to the specified median lethal dose or concen- of a given chemical. Toxic materials present a hazard and are subsequently listed as a Group 3terial in Section 307.6. ENT. Occupancy of a dwelling unit or sleeping unit ire than 30 days. tent of this definition is to establish a time ater to differentiate between transient and non- nt as listed under Groups R-1 and R-2. Real law often dictates that a lease must be created 0 days, and 30-day time periods are typically dended-stay hotels and motels rent to people. Such a time period gives the occupant time to be familiar with the surroundings and, therefore, become more accustomed to any hazards of the built environ- ment than an overnight guest or a guest who stays for just a few days. Since nontransient occupancies do not have the same level of protection in the code as transient occupancies, it is important to determine what makes an occupancy transient so as to provide consistency in enforcement. FUZ Since the requirements for Type B units are tied to the facilities that are intended to be occupied as a residence under both the Group R-1 and Group R-2, this definition does not have a detrimental effect on matching the Fair Housing Act provisions. TRANSIENT AIRCRAFT. Aircraft based at another loca- tion and that is at the transient location for not more than 90 days. ❖ Transient aircraft are those that are merely visiting an airport as compared to those that are based at that location. The definition is used in conjunction with Section 412.4.6 to establish the level of fire suppres- sion needed in various aircraft hangars. Fixed -base operators, especially at larger airports, will have dis- tinct hangars that are used for repair and mainte- nance of aircraft. The hangars used by transient aircraft are primarily a storage place for aircraft based at another location. This better identifies the intent of this type of aircraft hangar. Most frequently, the owner who wants to develop an aircraft hangar that fits the Group II category will do no "major mainte- nance" and will only store airplanes in the hangar (see commentary, Section 412.4.6). [BS] TREATED WOOD. Wood products that are condi- tioned to enhance fire -retardant or preservative properties. :-There are two types of treated wood: fire -retardant - treated wood and preservative -treated wood. Wood is treated to reduce its ability to propagate flame or resist damage caused by fungus or insects. Fire -retardant -treated wood. Wood products that, when impregnated with chemicals by a pressure process or other means during manufacture, exhibit reduced surface -burn ing characteristics and resist propagation of fire. ❖The ability of the wood to extinguish itself once the source of ignition is consumed or removed is an important characteristic of this material. Section 2303.2 requires testing in accordance with ASTM E84 or LIL 723. The section requires the test to be continued an additional 20 minutes beyond minutes required to establish the flame According to Section 2303.2, there can be n cant progressive combustion during this peril Preservative -treated wood. Wood products th tioned with chemicals by a pressure process means, exhibit reduced susceptibility to damage insects or marine borers. S Wood that is exposed to high levels of m heat is susceptible to decay both from ft BUILDING CODE® COMMENTARY § n B! § b|\ ) \ ` 3 j e�� _ i i] 1 , `!)(M ; )) {` / ! |) NVId ms emam