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It explains nominal shear capacity determination, ASD and LRFD conversion factors, and the engineered-detail approach for CLT diaphragm load demands in combination with IBC and ASCE 7.",{"@graph":14,"@context":73},[15,34,56],{"@type":16,"itemListElement":17},"BreadcrumbList",[18,23,27,31],{"item":19,"name":20,"@type":21,"position":22},"https://docshare.wps.com","Home","ListItem",1,{"item":24,"name":25,"@type":21,"position":26},"https://docshare.wps.com/document/","Document",2,{"item":28,"name":29,"@type":21,"position":30},"https://docshare.wps.com/document/research-report/","Research & 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does SDPWS 2021 enable for CLT diaphragm design in the U.S.?","Question",{"text":63,"@type":64},"SDPWS 2021 provides a standardized path to use CLT floor and roof panels as structural diaphragm components, reducing the need for case-by-case approvals from the local Authority Having Jurisdiction (AHJ).","Answer",{"name":66,"@type":61,"acceptedAnswer":67},"How are wind and seismic design capacities derived from the nominal shear capacity in SDPWS 2021?",{"text":68,"@type":64},"A single nominal shear capacity v\\u2091 is defined for each construction detail set and then converted using an ASD reduction factor \\u03a9D or an LRFD resistance factor \\u03d5 for wind and seismic design, as summarized in Table 1.",{"name":70,"@type":61,"acceptedAnswer":71},"What governs load transfer in SDPWS 2021 CLT diaphragm provisions for panel-to-panel and boundary element connections?",{"text":72,"@type":64},"SDPWS 2021 \\u00a74.5.4 requires transferring diaphragm shear forces through dowel-type fasteners in shear, installed perpendicular to the shear plane, with dowel-type fasteners including nails, wood screws, lag screws, and bolts.","https://schema.org",{"og:url":32,"og:type":75,"og:title":10,"og:site_name":45,"og:description":12},"article",{"robots":77,"canonical":32},"index,follow",{"doc_id":79,"site_id":7},268579,1789432636,{"code":4,"msg":82,"data":83},"success",[84,88,92,96,101,106,111,115,120,123,127],{"id":22,"doc_module":4,"doc_module_name":25,"category_name":85,"show_sort_weight":86,"slug":87},"Story & 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7-22  \nCross-laminated timber (CLT) has become increasingly prominent in building construction and can be seen in buildings throughout the world. Specifically, the use of CLT floor and roof panels as a primary gravity forceresisting component has become relatively commonplace. Now, with availability of the 2021 Special Design Provisions for Wind and Seismic (SDPWS 2021) from the American Wood Council (AWC), U.S. designers have a standardized path to utilize CLT floor and roof panels as a structural diaphragm. Prior to publication of this document, projects typically had to receive approval to use CLT as a structural diaphragm on a case-by-case basis from the local Authority Having Jurisdiction (AHJ) .  \nThis paper highlights important provisions of SDPWS 2021 for CLT diaphragm design and recommendations developed by the authors in the more extensive CLT Diaphragm Design Guide, based on SDPWS 2021, published by WoodWorks – Wood Products Council.  \nAWC SDPWS 2021  \nSDPWS 2021 is the first edition to provide direct provisions for CLT to be used as an element in a diaphragm or shear wall. To differentiate between CLT and light-frame lateral force-resisting systems, it adopts the terminology sheathed wood-frame for light-frame diaphragms (SDPWS §4.2) and shear walls (SDPWS §4.3), and includes new sections for CLT diaphragms (SDPWS §4.5) and shear walls (SDPWS §4.6) . SDPWS 2021 is referenced in the 2021 International Building Code (IBC) .  \nShear Capacity  \nSDPWS 2021 has a single nominal shear capacity for each set of construction details, v n, defined in §4 .1.4 for use with both wind and seismic design. From this nominal shear capacity, the Allowable Stress Design (ASD) and Load and Resistance Factor Design (LRFD)  \nwind and seismic design capacities are determined by dividing by the ASD reduction  \nfactor, ΩD, or multiplying by a resistance factor, ϕD, for LRFD design as summarized in Table 1. For sheathed woodframe diaphragms, the SDPWS  \nAUTHORS:  \nScott Breneman, PhD, PE, SE  \nWoodWorks – Wood Products Council  \nEric McDonnell, PE Bill Tremayne, PE, SE Donovan Llanes, PE Jonas Houston, PE, SEMengzhe Gu, PhD, PE Holmes  \nReid Zimmerman, PE, SEKPFF Consulting Engineers  \nGraham Montgomery, PE, SE Timberlab  \nMGA | Michael Green Architects / Katerra / KPFF  \nCatalyst in Spokane Washington  \nPhoto: Ma rcus Kauffman  \nprovides nominal shear capacities in tables for prescribed details—such as Table 4. 2A for common blocked wood structural panel diaphragms. The nominal capacity tables for sheathed wood-frame systems in SDPWS 2021 differ from earlier editions by providing a single nominal value for each specific construction assembly. Prior editions provided different wind and seismic nominal values. For CLT diaphragms, SDPWS 2021 does not provide prescribed details. Rather, the nominal diaphragm shear capacities are based on engineering calculations.  \n TABLE 1: SDPWS 2021 design capacity  \n\n| Loading | ASD Design Capacity\u003Cbr>v n /ΩD | LRFD Design Capacity\u003Cbr>ϕDv n |\n| --- | --- | --- |\n| Seismic | v n/2.8 | 0.50 v n |\n| Wind | v n/2.0 | 0.80 v n |\n\nKaiser+Path / catena consulting engineers  \nPanel-to-panel connections with splines at The Canyonsin Portland, OR  \nCLT Diaphragm Provisions  \nSDPWS 2021 §4.5 contains new provisions for the design of CLT diaphragms. When using these provisions, an engineered approach is followed to develop details that meet the required design loads defined by the building code (IBC) and ASCE 7. This is unlike wood structural panel sheathed wood-frame diaphragms, which have prescribed construction details and associated tabular nominal unit shear capacities.  \nWhen designing CLT diaphragms, the general requirements for all wood systems in SDPWS §4.1 apply, including limits on when wood members can be used to resist seismic forces from concrete or masonry walls in §4 .1.5. However, the requirements specific to","cbCail01jOtobv69","https://ap.wps.com/l/cbCail01jOtobv69","pdf",4390441,"English","# CLT Diaphragm Design Context\n## SDPWS 2021 overview and terminology\n# Shear capacity and design methods\n## Nominal shear capacity v\\u2091 and ASD/LRFD conversion\n# CLT diaphragm provisions in SDPWS 2021\n## Engineered approach vs prescribed details\n## General and CLT-specific requirements\n# Diaphragm shear connections and installation\n## Transfer via dowel-type fasteners\n## Prohibitions on tension-force shear connections\n## Fastener capacity per NDS yield modes","[{\"question\":\"What does SDPWS 2021 enable for CLT diaphragm design in the U.S.?\",\"answer\":\"SDPWS 2021 provides a standardized path to use CLT floor and roof panels as structural diaphragm components, reducing the need for case-by-case approvals from the local Authority Having Jurisdiction (AHJ).\"},{\"question\":\"How are wind and seismic design capacities derived from the nominal shear capacity in SDPWS 2021?\",\"answer\":\"A single nominal shear capacity v\\\\u2091 is defined for each construction detail set and then converted using an ASD reduction factor \\\\u03a9D or an LRFD resistance factor \\\\u03d5 for wind and seismic design, as summarized in Table 1.\"},{\"question\":\"What governs load transfer in SDPWS 2021 CLT diaphragm provisions for panel-to-panel and boundary element connections?\",\"answer\":\"SDPWS 2021 \\\\u00a74.5.4 requires transferring diaphragm shear forces through dowel-type fasteners in shear, installed perpendicular to the shear plane, with dowel-type fasteners including nails, wood screws, lag screws, and bolts.\"}]","CLT Diaphragm Design for Wind and Seismic Resistance - Using SDPWS 2021 and ASCE 7-22 - Paper Highlights | PDF"]