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SINGLE STOREY COMMERCIALWOOD STRUCTURES

SINGLE STOREY COMMERCIALWOOD STRUCTURES

Tall WallsWorkbook

Wood Works! is a project of the Canadian Wood Council

Tall WallsWorkbook

A guide to designing wood stud walls up to 10.7 m (35 ft) high for single storey commercial wood structures

Canadian Wood Council

Conseilcanadiendu bois

© 2000 CopyrightCanadian Wood CouncilConseil canadien du bois1400 Blair Place, Suite 210Ottawa, Ontario, CanadaK1J 9B8http://www.cwc.ca/

ISBN 0-921628-59-5

8M00-3

Photographs courtesy of:Crestbrook Forest IndustriesD.E. Schaefer Architect Ltd.

Design and production:Eton Systems

Printing:Lomor Printers Ltd.

Produced with the financial assistance of Natural Resources Canada, Canadian Forest Service

Printed in Canada on recycled paper

ii Tall Walls Workbook

Tall Walls Workbook iii

PrefaceIn Canada, wood is well suited to commercial build-ings of one to four storeys. The modifications to thefire resistance requirements in building codes andthe development of stronger engineered wood prod-ucts has expanded the permitted use of wood tolonger spans with heavier loads. A new series ofdesign publications has been produced to assistspecifiers of larger commercial wood structures. Aprevious publication, Design and Costing Workbook,gives detailed design and costing information for asingle storey commercial building typical of retail orcommercial buildings up to 14400 m2. The Designand Costing Workbook can be downloaded fromhttp://www.wood-works.org/ or ordered from theCanadian Wood Council at 1-800-463-5091.

This follow-up publication provides detailed infor-mation on stud and tall wall design for commercialand industrial buildings which typically feature wallheights over 6.1 m (20 ft).

The Tall Walls Workbook provides stud tables forlumber studs and studs made from engineeredwood products up to 10.7 m (35 ft). In addition, adetailed design example of a manufacturing facilityis provided describing structural, thermal and fireconsiderations for tall walls.

The Canadian Wood Council has a complete set ofpublications and design tools to facilitate designingand building with wood. These include the WoodDesign Manual 1995, referenced in the example, andthe complete software for wood design,WoodWorks®‚ Design Office. WoodWorks®‚ DesignOffice includes SIZER, CONNECTIONS and SHEAR-WALLS to assist in the design process. A workingdemonstration of the software can be viewed athttp://www.woodworks-software.com/.

The latest software, CodeCHEK, is a feasibility toolallowing the user to easily determine if a building,based on size and occupancy, is permitted to bebuilt with wood according to the Building Code.

This free applet, or downloadable software, is availableat http://www.wood-works.org/. This same web sitealso contains supplementary information on tall walls.

In particular, the web site contains the easy-to-useTallWALL sizer that provides stud sizes for a widerrange of materials, lengths and load conditions thanthe stud tables published in this Workbook.

Http://wood-works.org/ has a feedback form used tocollect your comments. Your comments play animportant role in assisting the Canadian WoodCouncil to meet its goal of providing valuable designaids, such as this series.

In addition to structural and economic factors, envi-ronmental concerns may play a role in constructionproject decision making. In this area, wood has thefollowing advantages:

• Wood is the only major building material that isrenewable

• The volume of wood in Canada’s commercialforests has increased over the past 20 years

• Wood produces less pollution during manufactur-ing and use than any other building material

• Wood provides superior energy savings becauseof its thermal performance.

Every effort has been made to ensure the data andinformation in this publication are as accurate aspossible. The Canadian Wood Council does not,however, assume any responsibility for errors oromissions in the publication nor for any designs orplans prepared from it.

For more information, contact the Canadian WoodCouncil at 1-800-463-5091.

The Canadian Wood Council acknowledges thecontributions of the following in the preparation ofthis workbook.

Rick Cunliffe. P. Eng, Cunliffe and Associates Ltd. Consulting Structural Engineers

Natural Resources Canada, Canadian Forest Service

iv Tall Walls Workbook

Table of Contents 1.0 Introduction 1 2.0 Stud Tables 3 2.1 Lumber Studs for Wind Loads – q1/30 0.6 kPa; q1/10 0.5 kPa 5 2.2 Lumber Studs for Wind Loads – q1/30 0.5 kPa; q1/10 0.4 kPa 8 2.3 Lumber Studs for Wind Loads – q1/30 0.4 kPa; q1/10 0.3 kPa 11 2.4 SelecTem™ Studs for Wind Loads – q1/30 0.6 kPa; q1/10 0.5 kPa 14 2.5 SelecTem™ Studs for Wind Loads – q1/30 0.5 kPa; q1/10 0.4 kPa 15 2.6 SelecTem™ Studs for Wind Loads – q1/30 0.4 kPa; q1/10 0.3 kPa 16 2.7 Timberstrand® Studs for Wind Loads – q1/30 0.6 kPa; q1/10 0.5 kPa 17 2.8 Timberstrand® Studs for Wind Loads – q1/30 0.5 kPa; q1/10 0.4 kPa 18 2.9 Timberstrand® Studs for Wind Loads – q1/30 0.4 kPa; q1/10 0.3 kPa 19 2.10 Westlam® Studs for Wind Loads – q1/30 0.6 kPa; q1/10 0.5 kPa 20 2.11 Westlam® Studs for Wind Loads – q1/30 0.5 kPa; q1/10 0.4 kPa 21 2.12 Westlam® Studs for Wind Loads – q1/30 0.4 kPa; q1/10 0.3 kPa 22 2.13 West Fraser LVL Studs 38.1 mm thick - q1/30 0.6 kPa; q1/10 0.5 kPa 23 2.14 West Fraser LVL Studs 38.1 mm thick - q1/30 0.5 kPa; q1/10 0.4 kPa 24 2.15 West Fraser LVL Studs 38.1 mm thick - q1/30 0.4 kPa; q1/10 0.3 kPa 25 2.16 West Fraser LVL Studs 44.45 mm thick - q1/30 0.6 kPa; q1/10 0.5 kPa 26 2.17 West Fraser LVL Studs 44.45 mm thick - q1/30 0.5 kPa; q1/10 0.4 kPa 27 2.18 West Fraser LVL Studs 44.45 mm thick - q1/30 0.4 kPa; q1/10 0.3 kPa 28 3.0 Example 29 3.1 Overview of building 29 3.2 Stud Design 30 3.3 Stud Connection Design 39 3.4 Shearwall Design 42 3.4.1 Lateral Load Path and Overturning 42 3.4.2 Shear Panel Design 45 3.4.3 Chord Design 45 3.4.4 Anchor Bolt Design 47 3.4.5 Drag Strut Design 49 3.5 Design of Members and Connections Around the Wall Opening 51 3.5.1 Lintel Member and Connection Design 51 3.5.2 Jack Post Stud Design 54 3.5.3 King Post Member and Connection Design 54 3.6 Non-structural considerations 56 3.6.1 Fire Resistance Rating 56 3.6.2 Thermal Resistance 56

Tall Walls Workbook v

vi Tall Walls Workbook

Tall Walls Workbook 1

1. IntroductionThis Workbook is intended to assist in determiningthe feasibility of using wood for the design of tallwalls in commercial and industrial structures and toprovide a step-by-step guide to the design of thesewalls. The popularity of single storey commercialprojects, coupled with the wide availability of woodin Canada presents designers with many opportuni-ties to use wood economically in these applications.Stud design tables for both lumber and engineeredwood studs and a design example are provided todemonstrate wood’s suitability for engineered tallwall construction.

The engineered tall walls described in thisWorkbook are extensions of the traditional studwalls used in Canada for over a hundred years. Thetraditional stud wall has proven to be such asuccessful construction technique because:

• The wood studs and framing can efficiently resistthe snow loads on the roof and the wind loads onthe wall and remove the need for an additionalload bearing frame.

• When sheathing is added to the studs, the wall isvery effective in resisting the lateral racking loadscaused by wind and earthquakes.

• The walls can be easily insulated to provide excel-lent thermal resistance.

• Wood stud walls are readily finished with a widerange of finishing materials.

• Stud walls can be modified to adapt to the chang-ing needs of the building.

The same rationale that has made the traditionalstud wall so successful can be applied to the tallerstud walls required for commercial structures.Larger lumber sizes or engineered wood productscan be used to obtain the same wall strength intaller and longer walls. Shearwalls and connectionscan readily be designed to provide the requiredlateral resistance. Thermal requirements can beeasily achieved with tall stud walls. By paying atten-tion to details and selecting the correct finishingmaterials, tall stud walls can meet the more strin-gent fire and acoustical separation requirements formost commercial structures.

This publication is a design tool for tall walls used insingle storey commercial structures. It will assist inevaluating the feasibility of using these walls andmay also aid in design. This Workbook includes:

• Stud tables to determine the feasibility of buildinga tall wall out of wood studs.

• A step by step design example for a tall wall toassist in designs.

This Workbook is subdivided as follows:

1. INTRODUCTION gives background information.

2. STUD TABLES are provided for lumber studs upto 6.1 m (20 ft) and proprietary engineered woodstuds up to 10.7 m (35 ft). These stud tables areintended for use in determining the feasibility ofusing tall wood stud walls for a given application.In a commercial application, a fully engineereddesign is required for each tall wall to considerthe specific design considerations for that site,the connections and the other details required. Inaddition to the stud wall tables presented in theWorkbook, http://www.wood-works.org/ containsthe easy to use TallWALL sizer that provides studsizes for a wider range of materials, lengths andload conditions.

3. EXAMPLE provides a detailed design example of a7.72 m (25 ft 4 in) tall wall using the CrestbrookValue Added Centre in Cranbrook, BC. Referencesare noted as follows:

d Wood Design Manual 1995

a CSA O86.1–94 Engineering Design in Wood (Limit States Design)

b National Building Code of Canada

c User’s Guide – NBC 1995 Structural Commentaries (Part 4)

The design example features stud and connectiondesign, shearwall design, design around wall open-ings and wall requirements for thermal resistanceand fire resistance rating.

Wood structures offer many advantages forcommercial and industrial buildings. This publica-tion will allow the user to quickly evaluate a woodoption for their projects. In addition, wood offers arange of choices that include the following:

• Competitive material costs

• Availability of labour

• Ease of installation and material handling

• Shortened construction schedules

• Finishing options

• Ability to create complex building shapes withrelative ease

• Increased thermal performance and energy effi-ciency

2 Tall Walls Workbook


2. Stud TablesScope

This section features stud tables for lumber studsand proprietary engineered wood studs. These studtables are intended for determining the feasibility ofusing tall wood stud walls for a given application. Ina commercial application, a fully engineered designis required for each tall wall to consider the specificdesign considerations for that site, the effect ofopenings, the connections and other details. A fulldesign example for a tall wall is given in Section 3.TallWALL, an easy to use tool that provides studsizes for a wider range of materials, lengths andload conditions, can be found at http://www.wood-works.org/.

Assumptions Used to Develop the Stud Tables

• The studs are laterally braced to prevent bucklingin the narrow dimension.

• The loads are uniformly distributed along the topof the wall.

• The 1/10 and 1/30 hourly wind pressures (q1/10and q1/30) specified wind loads have been modi-fied by the following coefficients:

Ce = 0.9 for studs up to 6 m in length and1.0 for studs 6 m to 12 m

CpCg = –2.0

Cpi = ±0.7

Cgi = 1

• The 1/10 hourly wind pressure (q1/10) is used indeflection calculations.

• The 1/30 hourly wind pressure (q1/30) is used instrength calculations.

• Total load deflection criteria is stud length/180.Calculated total load deflection for each stud isgiven in the Tables.

• The ratio of specified axial dead load to live loadis 1. The tables can be used conservatively whenthe specified axial dead load is less than the spec-ified axial live load.

• Stud sizes are based on Limit States Design. TheLimit States Design load combinations consideredare:

1. axial load alone

2. wind plus axial dead load and

3. wind plus axial live load plus axial dead load.

• In conformance with Limit States Design philoso-phy a load combination factor of 0.7 is applied tothe wind and axial live loads in load combination 3.

• Load cases 2 and 3 are considered short termloads.

• Eccentric axial loading of the studs is consideredwith maximum eccentricity equal to 1/6th of thestud depth.

• The Moment Magnifier Method is used to accountfor the secondary bending moment (P∆) effect.

• Deflections from wind and eccentric axial loadsare amplified to account for the P∆ effect.

• Studs are assumed to be pinned at both ends.

• The tables can only be used for untreated studs indry service conditions.

For the lumber stud tables:

• Resistance values were calculated based on CSAStandard O86.1-94.

• A “Case 2” load sharing system, as defined inCSA O86.1-94, is assumed. In order to meet thisrequirement, the studs must be sheathed withplywood, waferboard, or OSB of minimum9.5 mm thickness and attached to the studs toprovide a minimum stiffness equivalent to thatprovided by 2-inch common nails at 150 mmcentres at edges of sheathing panels and 300 mmcentres elsewhere.

How to Use the Tables

• Determine the 1/10 and 1/30 (q1/10 and q1/30)Hourly Wind Pressures for the building location.This is found in the Climatic Data Section of theNational Building Code or appropriate ProvincialBuilding Code.

• Calculate the specified uniformly distributed deadload based on materials supported. Considerationis to be given to the self weight of the wall. Undermany conditions it is appropriate to include theweight of the top half of the wall.

• Calculate the specified uniformly distributed liveload based on specified live loads due to snowand associated rain in the Building Code and trib-utary width of roof.

• The stud tables are appropriate for the typicalcase where the specified axial dead load does notexceed the specified axial live load.

• Calculate the factored uniformly distributed load(1.25D + 1.5L) kN/m along the stud wall.

• Select the table(s) for the stud material(s) beingconsidered. The table(s) selected should haveq1/30 and q1/10 wind loads which are greater thanor equal to the climatic data for the building site.

• Based on the length of the stud, the spacing ofthe stud and the axial load, select a stud depth.The associated deflection should be consideredfor appropriateness where finishes are suscepti-ble to cracking.



Table 2.1 - Lumber StudsWind pressure q1/30 0.6 kPa; q1/10 0.5 kPa

Depth required (mm) for 38 mm thick studs

S-P-F D.Fir-LNo. 2 Grade (or better) No. 2 Grade (or better)

FactoredStud axial Stud length Stud lengthspacing load 3.66 m 4.27 m 4.88 m 5.49 m 6.10 m 3.66 m 4.27 m 4.88 m 5.49 m 6.10 mmm kN/m (12 ft) (14 ft) (16 ft) (18 ft) (20 ft) (12 ft) (14 ft) (16 ft) (18 ft) (20 ft)

305 10 depth 140 140 184 184 235 140 184 184 184 235deflection L/335 L/211 L/324 L/228 L/314 L/389 L/245 L/376 L/264 L/364

20 depth 140 140 184 184 235 140 140 184 184 235deflection L/321 L/202 L/314 L/220 L/306 L/374 L/236 L/365 L/256 L/356










20 depth 184 184 235 235 286 184 184 235 286 N/Adeflection L/361 L/228 L/324 L/228 L/274 L/419 L/266 L/377 L/481 N/A


40 depth 184 235 235 286 N/A 184 235 235 286 N/Adeflection L/328 L/444 L/301 L/389 N/A L/384 L/517 L/352 L/453 N/A

50 depth 235 235 235 286 N/A 235 235 286 286 N/Adeflection L/657 L/428 L/291 L/378 N/A L/765 L/499 L/616 L/440 N/A

Notes:

1. The designer must ensure that the assumptions used to develop the tables are appropriate for the application. See Page 3 for stud table assumptions.

2. The Canadian Wood Council recommends that both faces of the studs be covered by sheathing or cladding. At least one face of thestud should be sheathed with 9.5 mm or thicker waferboard, plywood or OSB and fastened to meet the requirements of theNational Building Code of Canada. The other face may be sheathed with cladding, sheathing or drywall meeting the requirements ofthe National Building Code of Canada. The sheathing and fastening must meet the shearwall requirements for the application.

3. Maximum spacing of full depth blocking of 2.4 m is recommended. The blocking must meet the shearwall requirements for the application.

4. Before specifying, the designer should ensure that the studs are available in the size, length and grade specified. Stud tables for additional lengths are available at www.wood-works.org.

5. Nominal imperial equivalents for the stud depths are:depth mm 140 184 235 286nominal depth inches 6 8 10 12


Table 2.1 (continued) - Lumber StudsWind pressure q1/30 0.6 kPa; q1/10 0.5 kPa


Hem-Fir Northern SpeciesNo. 2 Grade (or better) No. 2 Grade (or better)












610 10 depth 140 184 235 235 286 184 235 286 286 N/Adeflection L/191 L/277 L/390 L/274 L/327 L/277 L/367 L/446 L/314 N/A

20 depth 184 184 235 235 286 184 235 286 N/A N/Adeflection L/419 L/266 L/377 L/265 L/318 L/263 L/351 L/429 N/A N/A


40 depth 184 235 235 286 N/A 286 286 286 N/A N/Adeflection L/384 L/517 L/352 L/453 N/A L/891 L/583 L/399 N/A N/A

50 depth 235 235 235 286 N/A N/A N/A N/A N/A N/Adeflection L/765 L/499 L/340 L/440 N/A N/A N/A N/A N/A N/A

Notes:







Table 2.1 (continued) - MSR Lumber StudsWind pressure q1/30 0.6 kPa; q1/10 0.5 kPa


Grade Grade1650f-1.5E 2100f-1.8E

















Notes:




4. All sizes may not be available in both grades. Before specifying, the designer should ensure that the studs are available in the size,length and grade specified. Stud tables for additional grades are available at www.wood-works.org.






















Notes:

























50 depth 235 235 235 286 286 N/A N/A N/A N/A N/Adeflection L/917 L/603 L/414 L/537 L/361 N/A N/A N/A N/A N/A

Notes:


























Notes:

























50 depth 235 235 235 235 286 N/A N/A N/A N/A N/Adeflection L/1143 L/763 L/529 L/379 L/466 N/A N/A N/A N/A N/A

Notes:


























Notes:







Table 2.4 - SelecTem™ Studs by TembecWind pressure q1/30 0.6 kPa; q1/10 0.5 kPa

Depth required (mm) for 44 mm (1-3/4") thick studs

1.8 ESelecTem™

FactoredStud axial Stud lengthspacing load 5.18 m 5.79 m 6.40 m 7.01 m 7.62 m 8.23 m 8.84 m 9.45 m 10.06 m 10.67 mmm kN/m (17 ft) (19 ft) (21 ft) (23 ft) (25 ft) (27 ft) (29 ft) (31 ft) (33 ft) (35 ft)
















Notes:

1. The designer must ensure that the assumptions used to develop the tables are appropriate for the application. See Page 3 for stud table assumptions. For additional design information, contact Tembec at 1-800-463-0456.

2. Tembec recommends that both faces of the studs be covered by sheathing or cladding. At least one face of the stud should besheathed with 9.5 mm or thicker waferboard, plywood or OSB and fastened to meet the requirements of the National Building Codeof Canada. The other face may be sheathed with cladding, sheathing or drywall meeting the requirements of the National BuildingCode of Canada. The sheathing and fastening must meet the shearwall requirements for the application.


4. Stud tables for 2.0 E SelecTem™ are available at www.wood-works.org.

5. Imperial equivalents for the stud depths are: depth mm 184 235 241 286 292 302 318 356 406depth inches 7-1/4 9-1/4 9-1/2 11-1/4 11-1/2 11-7/8 12-1/2 14 16




1.8 ESelecTem™

















Notes:







Table 2.7 - Timberstrand® Studs - Trus JoistWind pressure q1/30 0.6 kPa; q1/10 0.5 kPa


Timberstrand®1.5E Grade Studs







406 10 depth 184 235 235 286 286 286 337 337 N/A N/Adeflection L/214 L/322 L/217 L/299 L/235 L/187 L/248 L/204 N/A N/A





610 10 depth 235 235 286 286 337 337 N/A N/A N/A N/Adeflection L/294 L/213 L/258 L/198 L/253 L/202 N/A N/A N/A N/A

20 depth 235 235 286 286 337 337 N/A N/A N/A N/Adeflection L/284 L/206 L/251 L/193 L/248 L/198 N/A N/A N/A N/A




Notes:

1. THIS TABLE IS FOR PRELIMINARY SIZING ONLY and should not be used for designing or specifying final stud sizes. For project specificdesign, contact your Trus Joist representative at 1-800-661-6240.

2. The assumptions on page 3, along with the following assumptions were all used to develop this table.

3. Studs are assumed to have adequate support on each side to prevent buckling, (KL=1). Trus Joist recommends full-width blocking installed ata maximum 2.4 m (8 ft) on-center vertically with wood structural panel wall sheathing fastened per the code to one edge and either woodstructural panel wall sheathing or gypsum wallboard fastened per the code to the other edge.

4. Maximum moment for Load Case 1 is assumed to occur at the top of the stud, Mf = Pf × eccentricity.5. Maximum moment for Load Cases 2 and 3 is assumed to occur at the mid height of the stud, Mf = Wf(wind)L2/8 + Pf × 0.5 × eccentricity.6. A system factor = 1.04 was considered for moment only, based on Clause 13.4.4.4 of CSA O86.1S1-98 Supplement No. 1 to CSA O86.1-94.

7. Resistance values were calculated based on CSA O86.1S1-98 using the values from the CCMC Evaluation Report # 12627-R

For longer stud sizes, please contact your Trus Joist Representative at 1-800-661-6240 to discuss the possibilities.
















610 10 depth 235 235 286 286 286 337 337 N/A N/A N/Adeflection L/366 L/265 L/321 L/247 L/194 L/252 L/205 N/A N/A N/A

20 depth 235 235 286 286 286 337 337 N/A N/A N/Adeflection L/352 L/255 L/312 L/240 L/188 L/246 L/200 N/A N/A N/A




Notes:












305 10 depth N/A 184 184 235 235 235 235 286 286 286deflection N/A L/342 L/230 L/368 L/288 L/230 L/186 L/276 L/223 L/188

20 depth N/A 184 184 235 235 235 235 286 286 286deflection N/A L/329 L/221 L/357 L/280 L/223 L/180 L/270 L/218 L/183

30 depth N/A 184 184 235 235 235 286 286 286 337deflection N/A L/316 L/213 L/347 L/272 L/216 L/320 L/263 L/212 L/295













Notes:








Table 2.10 - Westlam® Structural Lumber (WSL) Wall StudsWind pressure q1/30 0.6 kPa; q1/10 0.5 kPa


Westlam® Structural Lumber(WSL)












610 10 depth 241 241 292 292 301 356 356 N/A N/A N/Adeflection L/346 L/248 L/296 L/225 L/192 L/254 L/205 N/A N/A N/A





Notes:

1. Sizes shown in the table are based on Dry Service conditions.

2. The designer must ensure that the design assumptions used to develop the table are appropriate for the application. See Page 3 for stud table design assumptions.

3. Both faces of the stud must be laterally supported by sheathing. At least one face of the stud must be sheathed with plywood,waferboard, or OSB of minimum 9.5 mm thickness, and fastened to meet the requirements of the National Building Code of Canadaand the shear wall requirements for the application. The other face must be sheathed with either structural sheathing or drywallmeeting the requirements of the National Building Code of Canada.

4. Maximum spacing of full depth blocking is 2.4 m. The blocking must meet the shearwall requirements for the application.

5. Stud tables for additional lengths and spacings are available at www.wood-works.org. For additional design information, contactWestern Archrib at 1-780-465-9771.










50 depth 190 190 241 241 24I 292 292 292 301 356deflection L/369 L/265 L/376 L/287 L/223 L/322 L/260 L/212 L/193 L/273






610 10 depth 190 241 241 292 292 301 356 356 N/A N/Adeflection L/209 L/309 L/206 L/281 L/219 L/190 L/255 L/209 N/A N/A





Notes:




















50 depth 190 190 241 241 241 292 292 292 301 356deflection L/350 L/251 L/361 L/275 L213 L/311 L/251 L/205 L/186 L/266






Notes:






Table 2.13 – West Fraser LVL Studs Wind pressure q1/30 0.6 kPa; q1/10 0.5 kPa

Depth required (mm) for 38.1 mm thick studs 1.8 E Stud Factored Stud axial Stud length spacing load 5.18 m 5.79 m 6.40 m 7.01 m 7.62 m 8.23 m 8.84 m 9.45 m 10.06 m 10.67 m mm kN/m (17 ft) (19 ft) (21 ft) (23 ft) (25 ft) (27 ft) (29 ft) (31 ft) (33 ft) (35 ft)

305 10 depth 184 184 235 235 235 286 286 286 302 356 deflection L/356 L/255 L/356 L/271 L/211 L/303 L/245 L/200 L/195 L/269 20 depth 184 184 235 235 235 286 286 286 302 356 deflection L/346 L/248 L/349 L/265 L/206 L/298 L/240 L/197 L/192 L/265 30 depth 184 184 235 235 235 286 286 286 302 356 deflection L/336 L/241 L/341 L/260 L/202 L/293 L/236 L/193 L/189 L/262 40 depth 184 184 235 235 235 286 286 286 302 356 deflection L/327 L/234 L/334 L/254 L/198 L/288 L/232 L/190 L/186 L/258 50 depth 184 184 235 235 235 286 286 286 302 356 deflection L/317 L/227 L/327 L/249 L/193 L/283 L/228 L/186 L/183 L/255 406 10 depth 184 184 235 235 286 286 286 356 356 356 deflection L/266 L/190 L/267 L/203 L/286 L/227 L/183 L/290 L/241 L/202 20 depth 184 184 235 235 286 286 302 356 356 356 deflection L/258 L/184 L/260 L/198 L/280 L/223 L/212 L/286 L/237 L/198 30 depth 184 235 235 235 286 286 302 356 356 356 deflection L/249 L/379 L/254 L/193 L/275 L/218 L/208 L/281 L/233 L/195 40 depth 184 235 235 235 286 286 302 356 356 356 deflection L/241 L/369 L/248 L/188 L/269 L/214 L/204 L/277 L/229 L/192 50 depth 184 235 235 235 286 286 302 356 356 356 deflection L/233 L/360 L/242 L/184 L/264 L/209 L/200 L/272 L/226 L/189 610 10 depth 235 235 286 286 286 356 356 356 N/A N/A deflection L/369 L/265 L/320 L/244 L/190 L/292 L/235 L/193 N/A N/A 20 depth 235 235 286 286 286 356 356 356 N/A N/A deflection L/357 L/256 L/312 L/238 L/185 L/286 L/231 L/189 N/A N/A 30 depth 235 235 286 286 286 356 356 356 N/A N/A deflection L/346 L/248 L/304 L/232 L/180 L/280 L/226 L/185 N/A N/A 40 depth 235 235 286 286 302 356 356 356 N/A N/A deflection L/335 L/241 L/297 L/226 L/208 L/275 L/222 L/181 N/A N/A 50 depth 235 235 286 286 302 356 356 N/A N/A N/A deflection L/325 L/233 L/290 L/221 L/204 L/269 L/217 N/A N/A N/A Notes:

1. The designer must ensure that the assumptions used to develop the tables are appropriate for the application.

2. This table was developed based on design assumptions shown on page 3 of the Workbook.

3. Studs are assumed to have adequate support on each side to prevent buckling. West Fraser recommends full-width blocking installed at a maximum 2.4 m (8ft) on–centre vertically with wood structural panel wall sheathing fastened per code to one edge and either wood structural panel wall sheathing or gypsum wallboard fastened per code to the opposite edge.




305 10 depth 140 184 184 235 235 235 286 286 286 302 deflection L/193 L/317 L/212 L/338 L/263 L/209 L/305 L/250 L/207 L/204 20 depth 140 184 184 235 235 235 286 286 286 302 deflection L/185 L/307 L/205 L/330 L/257 L/204 L/299 L/245 L/203 L/201 30 depth 184 184 184 235 235 235 286 286 286 302 deflection L/415 L/298 L/199 L/322 L/251 L/199 L/294 L/240 L/199 L/197 40 depth 184 184 184 235 235 235 286 286 286 302 deflection L/402 L/289 L/193 L/315 L/245 L/194 L/288 L/235 L/195 L/193 50 depth 184 184 184 235 235 235 286 286 286 302 deflection L/389 L/280 L/187 L/308 L/239 L/189 L/282 L/231 L/191 L/189 406 10 depth 184 184 235 235 235 286 286 286 302 356 deflection L/331 L/237 L/332 L/253 L/197 L/283 L/229 L/187 L/183 L/252 20 depth 184 184 235 235 235 286 286 286 356 356 deflection L/319 L/229 L/323 L/246 L/191 L/277 L/223 L/183 L/295 L/247 30 depth 184 184 235 235 235 286 286 302 356 356 deflection L/308 L/220 L/315 L/240 L/186 L/271 L/218 L/211 L/290 L/243 40 depth 184 184 235 235 235 286 286 302 356 356 deflection L/297 L/212 L/306 L/233 L/181 L/265 L/213 L/207 L/285 L/238 50 depth 184 184 235 235 286 286 286 302 356 356 deflection L/286 L/204 L/298 L/227 L/326 L/259 L/209 L/202 L/280 L/234 610 10 depth 184 235 235 286 286 286 356 356 356 N/A deflection L/219 L/329 L/220 L/303 L/236 L/187 L/293 L/240 L/199 N/A 20 depth 184 235 235 286 286 286 356 356 356 N/A deflection L/209 L/318 L/213 L/295 L/230 L/182 L/287 L/235 L/195 N/A 30 depth 184 235 235 286 286 302 356 356 356 N/A deflection L/200 L/307 L/206 L/287 L/224 L/210 L/281 L/230 L/190 N/A 40 depth 184 235 235 286 286 302 356 356 356 N/A deflection L/191 L/296 L/199 L/279 L/218 L/204 L/275 L/225 L/186 N/A 50 depth 184 235 235 286 286 302 356 356 356 N/A deflection L/182 L/286 L/192 L/272 L/212 L/199 L/269 L/220 L/182 N/A Notes:







305 10 depth 140 140 184 184 235 235 235 235 286 286 deflection L/256 L/183 L/281 L/214 L/350 L/277 L/224 L/183 L/275 L/231 20 depth 140 184 184 184 235 235 235 286 286 286 deflection L/244 L/406 L/271 L/206 L/340 L/270 L/218 L/325 L/269 L/225 30 depth 140 184 184 184 235 235 235 286 286 286 deflection L/232 L/391 L/262 L/199 L/331 L/263 L/211 L/318 L/263 L/220 40 depth 140 184 184 184 235 235 235 286 286 286 deflection L/220 L/377 L/253 L/191 L/322 L/255 L/205 L/310 L/257 L/215 50 depth 140 184 184 184 235 235 235 286 286 286 deflection L/209 L/363 L/244 L/184 L/314 L/248 L/200 L/304 L/251 L/210 406 10 depth 140 184 184 235 235 235 286 286 286 302 deflection L/190 L/315 L/210 L/336 L/262 L/207 L/304 L/249 L/206 L/203 20 depth 184 184 184 235 235 235 286 286 286 302 deflection L/420 L/302 L/201 L/326 L/253 L/201 L/296 L/242 L/200 L/198 30 depth 184 184 184 235 235 235 286 286 286 302 deflection L/403 L/289 L/193 L/315 L/245 L/194 L/288 L/236 L/195 L/193 40 depth 184 184 184 235 235 235 286 286 286 302 deflection L/386 L/277 L/185 L/306 L/238 L/188 L/281 L/230 L/190 L/188 50 depth 184 184 235 235 235 235 286 286 286 302 deflection L/370 L/266 L/388 L/296 L/230 L/182 L/274 L/224 L/185 L/184 610 10 depth 184 184 235 235 286 286 286 302 356 356 deflection L/290 L/207 L/292 L/222 L/314 L/249 L/201 L/194 L/265 L/222 20 depth 184 184 235 235 286 286 286 302 356 356 deflection L/275 L/196 L/281 L/213 L/304 L/241 L/194 L/188 L/258 L/216 30 depth 184 184 235 235 286 286 286 302 356 356 deflection L/261 L/186 L/270 L/205 L/294 L/234 L/188 L/182 L/251 L/211 40 depth 184 235 235 235 286 286 286 356 356 356 deflection L/248 L/385 L/260 L/197 L/285 L/226 L/182 L/296 L/245 L/205 50 depth 184 235 235 235 286 286 302 356 356 356 deflection L/235 L/370 L/250 L/190 L/276 L/219 L/210 L/288 L/239 L/200 Notes:







305 10 depth 140 184 184 235 235 235 286 286 286 302 deflection L/181 L/298 L/199 L/317 L/247 L/196 L/286 L/234 L/194 L/191 20 depth 184 184 184 235 235 235 286 286 286 302 deflection L/405 L/290 L/193 L/311 L/242 L/192 L/281 L/230 L/191 L/188 30 depth 184 184 184 235 235 235 286 286 286 302 deflection L/394 L/283 L/188 L/305 L/237 L/188 L/277 L/226 L/187 L/185 40 depth 184 184 184 235 235 235 286 286 286 302 deflection L/384 L/275 L/184 L/299 L/232 L/184 L/272 L/223 L/184 L/182 50 depth 184 184 235 235 235 235 286 286 286 356 deflection L/374 L/268 L/384 L/293 L/228 L/180 L/268 L/219 L/181 L/299 406 10 depth 184 184 235 235 235 286 286 302 356 356 deflection L/311 L/223 L/312 L/237 L/185 L/265 L/214 L/207 L/281 L/236 20 depth 184 184 235 235 235 286 286 302 356 356 deflection L/302 L/216 L/305 L/232 L/180 L/260 L/210 L/203 L/277 L/232 30 depth 184 184 235 235 286 286 286 302 356 356 deflection L/293 L/209 L/298 L/227 L/322 L/256 L/206 L/199 L/273 L/229 40 depth 184 184 235 235 286 286 286 302 356 356 deflection L/284 L/203 L/291 L/222 L/316 L/251 L/202 L/196 L/269 L/225 50 depth 184 184 235 235 286 286 286 302 356 356 deflection L/276 L/197 L/285 L/217 L/310 L/246 L/198 L/192 L/265 L/222 610 10 depth 184 235 235 286 286 302 356 356 356 N/A deflection L/206 L/309 L/206 L/285 L/222 L/207 L/275 L/225 L/187 N/A 20 depth 184 235 235 286 286 302 356 356 356 N/A deflection L/198 L/300 L/201 L/278 L/217 L/203 L/270 L/221 L/183 N/A 30 depth 184 235 235 286 286 302 356 356 356 N/A deflection L/191 L/292 L/195 L/272 L/212 L/198 L/265 L/217 L/180 N/A 40 depth 184 235 235 286 286 302 356 356 N/A N/A deflection L/183 L/283 L/190 L/266 L/207 L/194 L/260 L/213 N/A N/A 50 depth 235 235 235 286 286 302 356 356 N/A N/A deflection L/382 L/275 L/184 L/260 L/202 L/190 L/256 L/209 N/A N/A Notes:







305 10 depth 140 184 184 184 235 235 235 286 286 286 deflection L/226 L/371 L/248

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