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CALIFORNIA NEVADA ARIZONACALIFORNIA NEVADA ARIZONA

v Engineered to meetcode requirements for

walls up to 30' tallv Easy-to-use tables

adaptable to a variety ofwind conditions, surfacefinishes, and wall layouts

v Out-of-plane wind andvertical load information

for designing walls thatare stiff, strong, andstraight

v Product Warranty

Residential

Wall Guide

For California, Nevada, and Arizona

ONLY

#2126 SPEC I F I ER S GU I DE

1-800-628-3997www.trusjoist.com

CALIFORNIA NEVADA ARIZONA

featuringTimberStrand LSL and

Parallam PSL

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Trus Joist Residential Wall Specifiers Guide 2126 March 2005


Trus Joist Residential Wall Specifiers Guide

For years, builders have come to count on the consistency,quality, and strength of Trus Joist engineered wood products.These innovative products have given designers the freedom tooffer spacious, open plans to todays homeowners. The challengesnd opportunities for quality home designs extend to all aspects

of the structureincluding the walls.

Trus Joists TimberStrand laminated strand lumber (LSL) andParallam parallel strand lumber (PSL) are fast becoming idealraming choices for:

straight, flush, walls that are critical for tile applications.

kitchen and bath walls that demand ease of countertop andcabinet installation.

tall, straight walls in great rooms and entryways.

window walls.

walls with a brittle finish.

tud-framed walls in residential construction are routinely builtusing the conventional construction provisions of the buildingodes, and these applications have demonstrated a history ofatisfactory performance. TimberStrand LSL is recognized as an

cceptable framing material and may be used in stud applicationshat are prescribed by the building code. The advantages oftrong, straight studs in these applications are clear, and buildersrequently zone frame, using TimberStrand LSL premium studs

in critical applications such as kitchens and baths that demandstraight walls.

Many of todays home designs exceed the code limitations ofconventional construction. Fortunately, Trus Joist picks up whereconventional construction leaves off, and offers expert productand design support for even your most challenging applications.

In addition to providing solutions for conventional wall construc-

tion, the Trus Joist Residential Wall Specifiers Guide is the firsttool of its kind that provides an easy-to-use solution to the code-mandated challenge of engineering tall walls. This guide offers:

A wind pressure table for walls that shows wind pressure (in psf)for a variety of exposure categories and effective wind areas.

Stud, column, and header tables that provide both lateraland vertical load information for TimberStrand LSL andParallam PSL products.

This guide is intended to provide you with all the tools youneed to design walls that start straight, stay straight, and offerpredictable performance. Our skilled team of Trus Joistrepresentatives and engineers is available to answer any questionsyou may have about our products or how to use this guide. Formore information, please call the Trus Joist representative nearestyou or 1-800-628-3997.

1-800-628-3997

www.trusjoist.com

Code Evaluations: ICC ES ESR-1387,HUD MR 1265C

Deflection Requirements . . . . . . . . . . . . . . . . . . 2

Conventional Construction Applications. . . . . . . 3

Engineered Design Assumptions . . . . . . . . . . . . . 4

Wind Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

Design Example. . . . . . . . . . . . . . . . . . . . . . . . . . 5

Stud Load Table . . . . . . . . . . . . . . . . . . . . . . . . . 6

Stud Example . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

Column Load Tables . . . . . . . . . . . . . . . . . . . . 89

Column Example. . . . . . . . . . . . . . . . . . . . . . . . . 9

Header Load Table . . . . . . . . . . . . . . . . . . . . . . 10

Header Example . . . . . . . . . . . . . . . . . . . . . . . . 11

Typical Tall Wall Framing. . . . . . . . . . . . . . . . . . 12

Multiple-Member Connections. . . . . . . . . . . . . 12

Wall Details. . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

Framing Connectors . . . . . . . . . . . . . . . . . . . . . 13

Allowable Holes . . . . . . . . . . . . . . . . . . . . . . . . 14

Design Properties . . . . . . . . . . . . . . . . . . . . . . . 15

TABLE OF CONTENTS

Code Minimum Deflection Criteria

MaximumType of Wall Deflection

Exterior walls with plaster or stucco finish(1) L/360(4)Exterior walls with brittle finishes(1)(2) L/240

Exterior walls with flexible finishes(1)(2) L/120Members supporting windows (mullions)(3) L/175

(1) 2003 International Residential Code (IRC), Table R301.7(2) 2003 International Building Code (IBC), Table 1604.3(3) 2003 IRC, Section R613.6.3(4) For finishes that require a deflection stricter than L/360,

contact your Trus Joist representative.

How stiff does a wall need to be? While model building codesprovide recommended deflection limits based on the type ofinish supported by the wall framing, acceptable deflection limitsre usually established by the design professional, finish material

provider, and/or building code authority. Typical deflectionequirements are shown below:

Deflection Requirements

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Conventional Construction Applications



Description 2003 IRC Reference

Maximum roof span, including overhangs, limited to 40'. Maximumtabulated rafter span (horizontal projection) and ceiling joist span of 26'.

1 Footnote to IRC Tables R802.4(1), R802.4(2),R802.5.1(1)-R802.5.1(8)

Roof pitch: 3:12 minimum, 12:12 maximum2

Maximum ground snow load: 70 psf3 IRC Section R301.2.3Maximum tabulated roof/ceiling dead load: 20 psf4 IRC Tables R802.5.1(1)-R802.5.1(8)

Maximum tabulated rafter and ceiling joist spacing: 24" on-center5 IRC Tables R802.4(1), R802.4(2), R802.5.1(1)-R802.5.1(8)

Maximum tabulated joist span: 26'6 IRC Tables R502.3.1(1), R502.3.1(2)

Maximum tabulated floor joist spacing: 24" on-center7 IRC Tables R502.3.1(1), R502.3.1(2)

Maximum uniform floor loads: Live load: 40 psf, Dead load: 20 psf8 IRC Tables R502.3.1(1), R502.3.1(2)

Maximum of 3 stories9 IRC Section R101.2

Maximum stud spacing: 24" on-center10 IRC Table R602.3(5)

Load-bearing walls must stack directly over bearing walls or beams belowfor TJI floor systems. With rectangular joists, walls may be offset a dis-tance equal to the joist depth.

11

IRC Section R502.4

Maximum load-bearing stud length: 10' between points of lateral support12 IRC Table R602.3(5)

Maximum story height: 10' stud height plus 16" floor framing = 11'-4"13 IRC Section R301.3

Mean roof height limto 33' measured fraverage grade to avroof elevation, or pelocal zoning ordinan

Limitations of Conventional Construction

Wind LimitationsMaximum wind speed:< 110 mph (3-second gust)per IRC Section R301.2.1.1

Seismic Design CategoriesA, B, C, D0, D1, and D2. Excludesirregular portions of structuresas defined by IRC R301.2.2.2.2

3

4

9

86

7

10 11 12

13

2

1

5

Limitation Descriptions and IRC References

Stud Specifications for Conventional Applications per IRC Table R602.3(5)

Stud Size

Bearing Walls Nonbearing Walls

Laterallyunsupported stud

height(1)

Maximum spacing whensupporting roof and

ceiling only

Maximum spacing whensupporting one floor,

roof, and ceiling

Maximum spacing whensupporting two floors,

roof, and ceiling

Maximum spacingwhen supporting

one floor only

Laterallyunsupported stud

height(1)

Maximumspacing

2x4 10' 24" 16" 24" 14' 24"3x4 10' 24" 24" 16" 24" 14' 24"2x6 10' 24" 24" 16" 24" 20' 24"

(1) Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall.

For walls up to 10' in height, 2x4, 3x4,

and 2x6 1.6E TimberStrand LSLstuds may be conventionally specifiedper the limitations described on this

page. Engineered design for moredemanding applications is outlined on

the pages that follow.

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Engineered Design Assumptions



Assumptions

Design applications are limited to vertical loads, and to lateral wind loads that are perpendicular to the wall framing only.Table information is based on the strength calculations and deflection limits of wall framing members, and was generated with thefollowing assumptions:

Member design and lateral support requirements for bending are based on National Design Specification (NDS) 2001.

Stud and column tables assume structural sheathing on one side of the wall, or a combination of gypsum wallboard and non-structural sheathing or siding applied to each side of the wall, or equivalent.

Blocking/bracing at 8' on-center maximum (see page 12).

If stud spacing is 19.2" or 24" on-center, trusses or rafters must be installed within 3" of the stud locations. This does not applyif studs are spaced at 16" on-center or less.

The Components & Cladding (C&C) pressures shown in the Wall Design Wind Pressure table below are used only for strengthcalculations.

Deflection limits are based on Main Wind Force Resisting System pressures, which were estimated by multiplying the C&Cpressure by 0.70 (2003 IRC, Table R301.7; 2003 IBC, Table 1604.3).

= +

= deflectionw = uniform load (plf)L = span (ft)

b = member width (in.)d = member depth (in.)E = modulus of elasticity (psi)

270 wL4

Ebd3

28.8 wL2

Ebd

(1) Tabulated pressures are based on the Analytical Procedure defined in ASCE 7-02 (3 second gust). Values assume aComponents & Cladding (C&C) member in the interior zone of an enclosed structure, with the following factors:

Importance factor of 1.0 Topographical factor of 1.0 Mean roof height of 33'

(2) Exposure Categories are generally defined as follows (see ASCE 7-02, Section 6.5.6 for complete definition):

B = Urban and suburban areas, wooded areas

C = Open terrain with scattered obstructions generally less than 30' in height

D = Flat unobstructed areas

(3) Effective Wind Area is the maximum of span times tributary width, or L2/3. For values of effective wind areas notlisted, interpolation between 10 ft2 and 100 ft2 is allowed.

Check local codes for any special wind pressures.

Effective Wind Area

ExposureCategory(2)

Effective WindArea(3) (ft2)

Basic Wind Speed (mph)85 90 100 110 120 130 140 150

B< 10 14.5 16.2 20.1 24.3 28.9 33.9 39.3 45.150 13.1 14.7 18.1 21.9 26.1 30.6 35.5 40.8

> 100 12.5 14.0 17.3 20.9 24.9 29.2 33.9 38.9

C< 10 20.1 22.6 27.9 33.7 40.1 47.1 54.6 62.750 18.2 20.4 25.2 30.5 36.2 42.5 49.3 56.6

> 100 17.3 19.4 24.0 29.1 34.6 40.6 47.1 54.0

D< 10 23.7 26.6 32.9 39.8 47.3 55.5 64.4 73.950 21.5 24.1 29.7 35.9 42.8 50.2 58.2 66.8

> 100 20.5 22.9 28.3 34.3 40.8 47.9 55.5 63.7

WallHeight

Stud/ColumnEffective Wind

Area (ft2)

>18' 10016' 8514' 6512' 4810' 33

Wind Tables

Values are based on L2/3 at amaximum of 100 ft2.

Wall Design Wind Pressure (PSF)(1)

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Design Example



When designing with C&C pressures, the effective wind area (L2/3) helpsdetermine the wall design wind pressure. A smaller effective wind area results in ahigher wind pressure. The effective wind area should not be confused with the

tributary area, which is used to determine the amount of load applied to anindividual member.

1. Determine effective wind areas (ft2):

For the studs and columns, refer to the Effective Wind Area table on page 4.A 20 stud or column will have an effective wind area of 100 ft2.

For the headers, consult the drawing at right and use the maximum value ofthe rough opening (L) times the tributary width, orL2/3, whichever is greater.

For the top header in our example wall, use the maximum of either(6'x5'=30 f t2) or (62/3=12 ft2).

For the bottom header in our example wall, use the maximum of either(6'x10'=60 ft2) or (62/3=12 ft2).

The effective wind areas calculate to 30 ft2 for the top header and 60 ft2 for

the bottom header, so interpolation would be required to find exact pressures.For simplicity, we will use an effective wind area of 10 ft2 for each header. Thisallows us to skip the interpolation exercise, and provides a more conservativewind pressure.

2. Determine design wind pressure: Consult the Wall Design Wind Pressure tableon page 4, using the example walls criteria of Exposure B, a 110 mph basic windspeed, and an effective wind area as calculated above:

For studs/columns with an effective area of 100 ft2, the wall design windpressure is 20.9 psf.

For headers with an effective area of 10 ft2, the wall design wind pressure is24.3 psf.

3. Determine appropriate deflection criteria: Consult the Code MinimumDeflection Criteria on page 2. Our example wall contains both windows (mini-

mum L/175) and a flexible finish (minimum L/120). Because the L/175 deflec-tion will control, the wall should be designed using the L/180 deflection valuesin this guide.

Refer to stud, column, and header tables on pages 6, 8, 9, and 10 to design thecomponents for this example wall.

Given:

Wall height = 20'-0" Rough opening = 6'-0" Exposure Category B 110 mph basic wind speed

Flexible exterior finish, walls supportwindow mullions

Maximum column vertical load = 5,000 lbs Maximum header vertical load = 250 plf

Top headertributary area

Bottom header

tributary area

6'-0" roughopening

16" on-center

Girder truss reaction:Total load 5,000 lbs

Uniform load of 250 plf

20'

A complete wall specificationshould include permanent bracing,

safety bracing, blocking, connections,details, etc. See pages 12-14

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Stud Load Table

StudsMaximum Allowable Lateral (Wind) and Vertical Load

1) Load based on wind pressure of 19.4 psf and studs spaced at 16" on-center.

WallHt.

Load andDeflection

1.6E TimberStrand LSL112" x 312" 112" x 512" 112" x 714"

Lateral Load (plf) Lateral Load (plf) Lateral Load (plf)

15 20 26(1) 30 15 20 26(1) 30 40 50 15 20 26(1) 30 40 50

8'Vertical (lbs) 2,855 2,855 2,855 2,855 4,485 4,485 4,485 4,485 4,485 4,485 5,915 5,915 5,915 5,915 5,915 5,915Defl. Ratio L/833 L/625 L/480 L/416 L/3,142 L/2,356 L/1,813 L/1,571 L/1,178 L/942 L/6,952 L/5,214 L/4,010 L/3,476 L/2,607 L/2,085

9'Vertical (lbs) 2,855 2,790 2,610 2,490 4,485 4,485 4,485 4,485 4,485 4,485 5,915 5,915 5,915 5,915 5,915 5,915

Defl. Ratio L/587 L/440 L/339 L/293 L/2,229 L/1,672 L/1,286 L/1114 L/836 L/668 L/4,966 L/3,724 L/2,865 L/2,483 L/1,862 L/1,48910'

Vertical (lbs) 2,375 2,220 2,035 1,915 4,485 4,485 4,485 4,485 4,485 4,485 5,915 5,915 5,915 5,915 5,915 5,915

Defl. Ratio L/429 L/322 L/248 L/214 L/1,637 L/1,227 L/944 L/818 L/613 L/491 L/3,665 L/2,749 L/2,114 L/1,832 L/1,374 L/1,099

11'Vertical (lbs) 1,935 1,770 1,585 1,465 4,485 4,485 4,485 4,485 4,485 4,485 5,915 5,915 5,915 5,915 5,915 5,915Defl. Ratio L/323 L/242 L/186 L/161 L/1,236 L/927 L/713 L/618 L/463 L/371 L/2,779 L/2,084 L/1,603 L/1,389 L/1,042 L/833

12'Vertical (lbs) 1,580 1,415 1,230 1,110 4,485 4,485 4,485 4,485 4,485 4,485 5,915 5,915 5,915 5,915 5,915 5,915

Defl. Ratio L/249 L/187 L/144 L/124 L/956 L/717 L/551 L/478 L/358 L/286 L/2,156 L/1,617 L/1,244 L/1,078 L/808 L/646

13'Vertical (lbs) 1,290 1,130 4,485 4,485 4,485 4,485 4,195 3,750 5,915 5,915 5915 5,915 5,915 5,915Defl. Ratio L/196 L/147 L/754 L/566 L/435 L/377 L/283 L/226 L/1,705 L/1,279 L/983 L/852 L/639 L/511

14'Vertical (lbs) 1,060 4,485 4,405 4,115 3,925 3,465 3,010 5,915 5,915 5,915 5,915 5,915 5,915Defl. Ratio L/157 L/605 L/454 L/349 L/302 L/227 L/181 L/1,371 L/1,028 L/791 L/685 L/514 L/411

15'Vertical (lbs) 870 4,055 3,800 3,510 3,315 2,845 2,385 5,915 5,915 5,915 5,915 5,915 5,915Defl. Ratio L/128 L/493 L/370 L/284 L/246 L/185 L/148 L/1,119 L/839 L/645 L/559 L/419 L/335

16'Vertical (lbs) 3,545 3,285 2,990 2,795 2,320 1,845 5,915 5,915 5,915 5,915 5,915 5,830Defl. Ratio L/407 L/305 L/235 L/203 L/152 L/122 L/924 L/693 L/533 L/462 L/346 L/277

17'

Vertical (lbs) 3,105 2,845 2,545 2,350 1,865 5,915 5,915 5,915 5,915 5,550 4,960

Defl. Ratio L/340 L/255 L/196 L/170 L/127 L/772 L/579 L/445 L/386 L/289 L/231

18'Vertical (lbs) 2,725 2,460 2,160 1,965 5,915 5,915 5,665 5,415 4,800 4,195Defl. Ratio L/286 L/215 L/165 L/143 L/652 L/489 L/376 L/326 L/244 L/195

19'Vertical (lbs) 2,390 2,130 1,830 1,630 5,740 5,405 5,015 4,760 4,135 3,520Defl. Ratio L/244 L/183 L/140 L/122 L/555 L/416 L/320 L/277 L/208 L/166

20'Vertical (lbs) 2,105 1,840 1,540 5,175 4,835 4,440 4,180 3,550 2,925Defl. Ratio L/209 L/157 L/120 L/477 L/357 L/275 L/238 L/178 L/143

21'Vertical (lbs) 1,850 1,590 4,670 4,325 3,930 3,665 3,030 2,390Defl. Ratio L/181 L/135 L/412 L/309 L/238 L/206 L/154 L/123

22'Vertical (lbs) 1,630 4,220 3,875 3,470 3,210 2,565Defl. Ratio L/157 L/359 L/269 L/207 L/179 L/134

23'Vertical (lbs) 1,430 3,820 3,470 3,065 2,800Defl. Ratio L/138 L/314 L/236 L/181 L/157

24'Vertical (lbs) 1,260 3,455 3,105 2,700 2,435Defl. Ratio L/121 L/277 L/208 L/160 L/138

25' Vertical (lbs) 3,130 2,780 2,375 2,105Defl. Ratio L/245 L/184 L/141 L/122

26'Vertical (lbs) 2,840 2,485 2,080Defl. Ratio L/218 L/163 L/126

27'Vertical (lbs) 2,575 2,220Defl. Ratio L/195 L/146

28'Vertical (lbs) 2,335 1,980Defl. Ratio L/175 L/131

29'Vertical (lbs) 2,115Defl. Ratio L/157

30'Vertical (lbs) 1,915Defl. Ratio L/142

General Notes

Table is based on: A load duration factor of 1.60. Full-width blocking at a maximum vertical spacing of 8' on-center. A buckling length coefficient of Ke = 0.85. For deflection, use Ke = 1.0. Axial loads applied eccentrically, at a distance of16 of the wall thickness

dimension of the stud, measured from the stud centerline. A compression perpendicular to grain stress of 435 psi, adjusted per

NDS 2001, 3.10.4. A code-allowed repetitive member increase of 4%.


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Stud Example


Stud tributary width

20'

250 plf uniform load

Studtributaarea

Stud Example

For the Design Example on page 5, design 20' studs for lateral wind pressure of20.9 psf and a maximum vertical load of 250 plf:

Determine the maximum stud length:The maximum stud length in thisexample wall is 20'-0".

Calculate the lateral load in plf:This example uses 16" on-center studs, socalculate the lateral load in plf and the vertical load in lbs as follows:

20.9 psf x 16/12 = 28 plf; 250 plf x 16/12 = 333 lbs.

Select the appropriate studs: In the Stud Load Table, scan across the 20'row until you find a cell in the 30 plf Lateral Load column that meets theL/180 deflection and the 333 lb. vertical load criteria. According to the table,a 1.6E TimberStrand LSL 2x6 stud is not an option. If the stud spacing ischanged to 12" on-center (for a plf of 20.9), it still would not meet theL/180 requirement. However, a 1.6E TimberStrand LSL 2x8 stud (at 4,180and L/238) spaced at 16" on-center meets the requirements, making it thebest option for this wall.

Design stud connections: Convert 28 plf into a reaction: 28 (20/2) = 280 lbs.Use the Lateral Connections tables on page 13 to select a nail or angle clipconnection that meets or exceeds 280 lbs. For this example, a nailed connec-tion can be calculated as 280/104 = 2.69, so three 16d (314") pneumatic nails(nailed through the plate into the end grain) would work. For an angle clip

connection, one Simpson Strong-Tie

A34 angle clip at the top and bottomplate is sufficient.


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ColumnsMaximum Allowable Lateral (Wind) Load (PLF)/Vertical Load (lbs)

Column Load Tables



General Notes

Tables are based on: A load duration factor of 1.60. Full-width blocking at a maximum vertical spacing of 8' on-center. A buckling length coefficient of Ke = 0.85. For deflection use Ke = 1.0. Axial loads applied eccentrically, at a distance of16 of the wall thickness

dimension of the column, measured from the column centerline. A compression perpendicular to grain stress of 435 psi.

Solid sections required where specified. Built-up columns with member thick-ness of 134" require reductions. Contact your Trus Joist representative forassistance.

For 912" column material, 914" of the same material may be substituted.

TimberStrand LSL anduntreated Parallam PSL are

intended for dry-useapplications

Some columns are listed in both beam and plank orientation. Thefirst dimension is for member width (b), and the second dimensionis for member depth (wall thickness) (d).

d

b

d

b

512" x 312" inplank orientation

312" x 512" inbeam orientation

Defl.Ratio

WallHt.

Max.Defl.

312" Wall Thickness 512" Wall Thickness

TimberStrand LSLParallam PSL 1.8E

TimberStrand LSLParallam PSL 1.8E

ParallamPSL 2.0E1.6E 1.3E 1.6E 1.3E

Dbl 2x4(1) 312" x 312"512" x 312"

(Plank)714" x 312"

(Plank)312" x 312"

514" x 312"(Plank)

7" x 312"(Plank)

Dbl 2x6(1) 312" x 512" 312" x 514" 514" x 514"7" x 514"(Plank)

912" x 514"(Plank)

L/360

30' 1.00"28' 0.93"

26' 0.87"24' 0.80" 23/8,155 33/12,140

22' 0.73" 22/7,040 30/9,385 44/13,98520' 0.67" 29/8,175 39/10,900 58/16,27018' 0.60" 23/5,695 22/5,090 27/6,495 40/9,600 54/12,800 80/19,13516' 0.53" 23/5,505 33/4,690 32/6,005 38/7,725 58/11,395 77/15,190 113/21,12514' 0.47" 25/5,030 25/5,125 34/6,830 50/4,750 47/6,880 57/7,995 86/11,990 115/15,985 169/21,12512' 0.40" 20/3,425 31/4,830 40/6,370 27/4,335 40/6,505 54/8,675 79/4,735 75/7,305 91/7,995 136/11,990 182/15,985 267/21,12510' 0.33" 35/3,030 33/3,985 53/6,265 70/8,260 47/5,330 70/7,995 94/10,660 136/4,640 129/7,470 156/7,995 234/11,9908' 0.27" 69/3,060 65/4,690 103/8,300 136/10,940 91/5,330 136/7,995 182/10,660 261/4,430 248/7,255

L/240

30' 1.50"28' 1.40"26' 1.30"24' 1.20" 26/5,535 34/7,380 50/11,03522' 1.10" 22/4,280 33/6,315 45/8,420 66/12,61520' 1.00" 26/4,340 24/3,830 29/4,930 44/7,265 59/9,685 87/14,540

18' 0.90" 35/5,040 34/4,405 40/5,730 61/8,415 81/11,220 120/16,89516' 0.80" 25/3,675 26/3,750 34/5,000 50/4,175 48/5,090 58/6,700 87/9,810 116/13,085 170/19,78014' 0.70" 29/3,410 38/4,490 25/3,065 38/4,600 51/6,130 75/4,185 71/5,675 86/7,840 129/11,485 173/15,310 254/21,12512' 0.60" 31/3,065 29/2,695 46/4,235 61/5,585 40/3,825 61/5,740 81/7,655 119/4,105 113/5,830 136/7,995 205/11,990 273/15,98510' 0.50" 53/2,710 50/3,395 80/5,335 105/7,035 70/4,855 105/7,285 141/9,710 204/3,895 194/5,635 234/7,9958' 0.40" 104/2,690 98/3,830 155/6,710 204/8,845 136/5,330 205/7,995 273/10,660

L/180

30' 2.00"28' 1.87"26' 1.73"24' 1.60" 20/2,990 23/3,395 34/4,990 46/6,655 67/10,00522' 1.47" 26/3,390 24/2,955 30/3,840 45/5,640 60/7,520 88/11,33020' 1.33" 34/3,860 33/3,325 39/4,375 59/6,400 79/8,530 117/12,90518' 1.20" 47/4,415 45/3,745 54/4,995 81/7,280 109/9,710 160/14,75516' 1.07" 26/2,515 34/3,315 23/2,265 34/3,400 46/4,535 67/3,660 64/4,195 77/5,715 116/8,285 155/11,045 227/16,89014' 0.93" 26/2,200 24/1,925 39/3,025 51/3,985 34/2,735 51/4,105 68/5,475 100/3,605 95/4,480 115/6,460 173/9,330 230/12,440

12' 0.80" 41/2,720 39/2,335 62/3,665 81/4,830 54/3,340 81/5,010 109/6,680 159/3,425 151/4,300 182/6,510 273/10,19010' 0.67" 71/2,390 67/2,820 106/4,430 140/5,840 94/4,080 141/6,120 188/8,165 272/3,050 258/3,5908' 0.53" 138/2,300 131/2,960 206/5,115 272/6,740 182/4,365 273/7,235 282/10,660

1) For 3-ply and 4-ply built-up columns, multiply table values by 1.5 and 2.0. See page 12 for connection requirements.

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Column Load Tables


ColumnsMaximum Allowable Lateral (Wind) Load (PLF)/Vertical Load (lbs)

(1) For 3-ply and 4-ply built-up columns, multiply table values by 1.5 and 2.0. See page 12 for connection requirements.

Columntributary width

Girder truss reaction:total load 5,000 lbs

20'

Columtributarea

6'-0" roughopening

Defl.Ratio

WallHt.

Max.Defl.

714" Wall Thickness Walls Greater than 714" ThicknessTimberStrand LSL Parallam PSL TimberStrand LSL Parallam PSL

1.6E 1.3E 1.8E 2.0E 1.7E 2.0E

Dbl 2x8(1) 312" x 714" 312" x 7" 514" x 7" 7" x 7"912" x 7"(Plank)

312" x 912" 312" x 912" 514" x 912"

L/360

30' 1.00" 21/9,080 28/11,955 41/17,815 30/11,875 35/13,715 53/20,575

28' 0.93" 25/10,130 34/13,330 50/19,890 37/13,135 43/14,085 65/21,125

26' 0.87" 21/7,580 32/11,370 43/14,950 63/22,330 46/14,085 54/14,085 82/21,12524' 0.80" 23/7,315 21/6,535 27/8,560 40/12,840 54/16,855 80/25,220 59/14,085 69/14,085 104/21,125

22' 0.73" 29/6,090 28/7,385 35/9,725 53/14,590 70/19,125 103/28,165 76/14,085 90/14,085 135/21,12520' 0.67" 39/6,180 37/8,385 47/10,660 70/15,985 94/21,315 138/28,165 101/14,085 119/14,085 179/21,12518' 0.60" 54/6,215 51/9,060 64/10,660 96/15,985 128/21,315 188/28,165 138/14,085 162/14,085 244/21,12516' 0.53" 77/6,195 73/9,460 91/10,660 136/15,985 182/21,315 267/28,165 195/14,085 230/14,085 282/21,12514' 0.47" 114/6,115 108/9,670 135/10,660 202/15,985 270/21,315 289/14,08512' 0.40" 179/5,955 170/9,620 212/10,66010' 0.33" 289/9,2108' 0.27"

L/240

30' 1.50" 21/5,450 31/8,170 42/10,715 61/16,055 45/10,435 53/11,970 80/17,95528' 1.40" 21/5,180 20/4,585 25/6,040 38/9,060 51/11,860 75/17,795 56/11,435 65/13,085 98/19,63026' 1.30" 27/5,770 25/5,075 32/6,720 48/10,085 64/13,180 94/19,820 69/12,555 82/14,085 123/21,12524' 1.20" 34/6,460 32/5,640 40/7,515 61/11,270 81/14,705 120/22,165 88/13,485 104/14,085 156/21,12522' 1.10" 44/5,415 42/6,275 53/8,435 79/12,650 106/16,460 155/24,885 114/13,930 135/14,085 202/21,12520' 1.00" 59/5,460 56/6,990 70/9,490 105/14,235 141/18,465 207/28,025 152/14,085 179/14,085 226/21,125

18' 0.90" 81/5,440 77/7,380 96/10,390 144/15,985 192/20,705 251/28,165 207/14,085 244/14,085 251/21,12516' 0.80" 115/5,345 109/7,500 136/10,660 205/15,985 273/21,315 282/28,165 282/14,085 282/14,085 282/21,12514' 0.70" 171/5,155 162/7,355 202/10,66012' 0.60" 269/4,830 255/6,82010' 0.50"8' 0.40"

L/180

30' 2.00" 23/4,205 22/3,670 28/4,880 42/7,325 56/9,550 82/14,400 60/9,060 71/10,290 107/15,44028' 1.87" 29/4,625 27/4,005 34/5,365 51/8,045 68/10,470 101/15,825 74/9,800 87/11,085 131/16,63026' 1.73" 36/5,105 34/4,375 43/5,905 64/8,860 86/11,505 126/17,440 93/10,580 109/11,910 164/17,86524' 1.60" 46/5,640 43/4,780 54/6,515 81/9,770 109/12,645 160/19,245 118/11,135 139/12,465 188/20,83022' 1.47" 59/4,745 56/5,200 70/7,185 106/10,775 141/13,885 205/21,415 153/11,250 180/12,505 205/21,12520' 1.33" 79/4,730 75/5,615 94/7,895 141/11,845 188/15,175 226/26,745 203/11,110 226/13,070 226/21,12518' 1.20" 108/4,635 103/5,700 128/8,385 192/12,905 251/16,805 251/28,165 251/11,985 251/14,085 251/21,12516' 1.07" 154/4,435 146/5,465 182/8,330 273/13,760 282/21,315 282/28,165 282/14,085 282/14,085 282/21,12514' 0.93" 228/4,085 216/4,835 270/7,830

12' 0.80"10' 0.67"8' 0.53"


Column Example

For the Design Example wall on page 5, design 20' columns for lateral windpressure of 20.9 psf and vertical loading of 5,000 lbs:

Note: Vertical load is the load applied to the top of the column, excluding theheader reaction. The header reaction is assumed to transfer directly to thetrimmers.

Calculate the lateral load in plf:The calculated wind pressure in theexample is 20.9, so 20.9 x 3.67' tributary width = 77 plf.

Select an appropriate column: Scan the L/180 section of the Column LoadTables to find a 20' column that meets or exceeds the 77 plf lateral loadand the 5,000 lb vertical load. For this example, a 7" x 514" 1.8EParallam PSL column (at 79/8,530), used in plank orientation, will work fora 2x6 wall. Alternatively, a 312" x 7" 1.8E Parallam PSL column (at94/7,895) would work for a 2x8 wall.

Design the column to wall plate connections: Convert 77 plf into areaction (uniform load x length/2): 77 (20'/2) = 770 lbs. Use the LateralConnections tables on page 13 to select a connection that meets orexceeds 770 lbs. For this example, 770/450 = 1.71, so accordingto theAngle Clips connection table, two Simpson Strong-Tie

A35 connectors would be requiredone on each sideof the column, at both the top and bottom plates.

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Header Load Table

HeadersMaximum Allowable Lateral (Wind) Load (PLF)/Vertical Load (PLF)

General Notes

Table is based on: A load duration factor of 1.60 for combined lateral and vertical load. A load duration factor of 1.00 for vertical load only. Uniform lateral (wind) and vertical loads (beam weight considered). Vertical deflection the most restrictive of L/240 or516". A maximum lateral (wind) load of 500 plf.

For 912" header material, 914" of the same material may be substituted.Similarly, for 1178" material, 1114" of the same material may be substi-tuted.

Bearing Requirements:

Trimmers must support the full width of the header.

Minimum header support to be 1 trimmer (112") at ends.

Allowable VerticalLoad Values (PLF)

For 1 Trimmer

LateralDefl.Ratio

RoughOpening

Max.Defl.

312" Wall Thickness 512" Wall Thickness 714" Wall ThicknessTimberStrand LSL TimberStrand LSL Parallam PSL TimberStrand LSL

1.3E 1.7E 1.3E 1.8E 2.0E 1.3E

312" x 512" 312" x 714" 312" x 858" 312" x 912" 312" x 1178"512" x 312"

(Plank)514" x 514" 514" x 912"

714" x 312"(Plank)

L/360

12' 0.41" 29/32 38/78 45/133 64/217 77/386 71/10 128/60 251/387 160/13

10' 0.34" 49/71 65/165 77/275 109/439 132/774 120/26 217/130 426/786 269/34

9' 0.31" 67/109 88/249 105/413 147/662 179/974 162/42 294/200 488/1,172 362/55

8' 0.28" 94/174 124/392 148/644 207/1,027 252/1,094 227/69 411/318 500/1,645 500/91

7' 0.24" 138/293 182/648 217/939 304/1,247 370/1,247 330/119 500/533 500/1,874 500/157

6' 0.21" 214/524 282/904 336/1,245 471/1,449 500/1,449 500/219 500/956 500/2,177 500/2895' 0.18" 356/691 470/1,161 500/1,727 500/1,727 500/1,727 500/368 500/1,525 500/2,594 500/4864' 0.14" 500/1,128 500/1,991 500/2,136 500/2,136 500/2,136 500/684 500/2,060 500/3,208 500/9013' 0.11" 500/2,019 500/2,798 500/2,798 500/2,798 500/2,798 500/1,340 500/2,931 500/4,200 500/1,767

L/240

12' 0.61" 43/32 57/78 68/133 96/217 116/386 106/10 193/60 368/387 240/1310' 0.51" 74/71 98/165 116/275 163/439 198/774 180/26 326/130 440/786 404/349' 0.46" 100/109 133/249 158/413 221/662 269/974 243/42 441/200 488/1,172 488/558' 0.41" 141/174 186/392 222/631 311/1,027 379/1,094 340/69 500/318 500/1,645 500/917' 0.36" 207/293 273/545 325/748 456/1,247 500/1,247 495/93 500/533 500/1,874 500/1576' 0.31" 321/380 423/638 500/888 500/1,449 500/1,449 500/219 500/956 500/2,177 500/2895' 0.26" 500/478 500/1,104 500/1,727 500/1,727 500/1,727 500/368 500/1,525 500/2,594 500/4864' 0.21" 500/1,128 500/1,991 500/2,136 500/2,136 500/2,136 500/684 500/2,060 500/3,208 500/9013' 0.16" 500/2,019 500/2,798 500/2,798 500/2,798 500/2,798 500/1,340 500/2,931 500/4,200 500/1,767

L/180

12' 0.82" 58/32 76/78 91/133 128/217 155/386 142/10 257/60 368/387 320/1310' 0.68" 99/71 130/165 155/275 218/439 265/774 240/26 435/130 440/786 440/349' 0.62" 134/109 177/249 211/413 295/662 359/974 325/40 488/200 488/1,172 488/558' 0.55" 188/174 249/346 296/474 415/956 500/1,094 454/22 500/318 500/1,645 500/917' 0.48" 276/224 364/376 434/517 500/1,247 500/1,247 500/90 500/533 500/1,874 500/1576' 0.42" 428/222 500/496 500/888 500/1,449 500/1,449 500/219 500/956 500/2,177 500/2895' 0.35" 500/478 500/1,104 500/1,727 500/1,727 500/1,727 500/368 500/1,525 500/2,594 500/4864' 0.28" 500/1,128 500/1,991 500/2,136 500/2,136 500/2,136 500/684 500/2,060 500/3,208 500/9013' 0.22" 500/2,019 500/2,798 500/2,798 500/2,798 500/2,798 500/1,340 500/2,931 500/4,200 500/1,767

RoughOpening

Wall Thickness312" 512"

12' 364

10' 439 661

9' 488 736

8' 550 828

7' 628 946

6' 733 1,1035' 879 1,3224' 1,095 1,6463' 1,449 2,177

Bold italicvalues require 2 trimmers (3") at ends. Single trimmers may work for lightly loaded bold italic sections; see table below.

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Header Example



6'-0" roughopening

20'

250 plf uniform load

Header

tributary area10'tributary

width

Header Example

The Design Example on page 5 assumes that both headers will be the same size,and considers worst-case loading. Design the headers for lateral wind pressure of24.3 psf based on the lower headers 6 ft rough opening and 10 ft tributarywidth, and a vertical load based on the upper headers maximum 250 plf.

Calculate the lateral load in plf:The calculated wind pressure in theexample is 24.3 psf, so 24.3 x 10' tributary width = 243 plf.

Select the appropriate header: Scan the L/180 section of the HeaderLoad Table to find a header that meets your requirements (243 plf lateraland 250 plf vertical). For this example, a 6' header of 514" x 514" 1.8EParallam PSL (at 500/956) will work for a 2x6 wall. Alternatively, a 7 14" x312" 1.3E TimberStrand LSL header (at 500/289), used in plank orienta-tion, will work for a 2x8 wall. Since the table numbers for these selectionsare not bold, only one trimmer stud is required for bearing. Headers thatdo not match the wall thickness must be directly attached to a plate thatmatches the wall thickness to provide lateral bracing (see detail L13 onpage 13).

Design header to column connections: Convert 243 plf into a reaction(uniform load x length/2): 243 (6'/2) = 729 lbs. Use the LateralConnections tables on page 13 to select a connection that meets orexceeds 729 lbs. For this example, 729/450 = 1.62, so according to the

Angle Clips connections table, two Simpson Strong-TieA35 connectors,

one at the top and bottom on both sides of each header, is sufficient.

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Typical Tall Wall Framing


2-Ply Nailing Recommendations:

For 2x4, 2x6, and 2x8: Minimum of 2 rows of 16d (0.131" x 3 14") pneumaticnails at 10" on-center, staggered.

Nail from one side.

3-Ply Nailing Recommendations:

For 2x4: Minimum of 2 rows of 16d (0.131" x 314") pneumatic nails at 8"on-center, staggered.

For 2x6 and 2x8: Minimum of 3 rows of 16d (0.131" x 3 14") pneumatic nailsat 5" on-center, staggered.

Nail from both sides.

4-Ply Fastening Recommendations:

For 2x6 and 2x8: Nail each ply to the other with a minimum of 3 rows of16d (0.131" x 314") pneumatic nails at 5" on-center. 2" stagger isrequired for nail rows into each additional ply.

or,

For 2x6 and 2x8: Minimum of 2 rows of 12"diameter bolts spaced at 8" on-center.

TimberStrand LSLor Parallam PSLcolumn

All additional blocking,trimmers, plates, etc. not

specified should be thesame as the typical studmaterial.

TimberStrand LSL plate

Trus Joist rim board tomatch TJIjoist floor depth

TimberStrand LSLor Parallam PSLheader

TimberStrand LSLtrimmer stud

TimberStrand LSL stud

Blocking at 8'on-center maximum

TimberStrand LSLbuilt-up column

Roof framing (by others)

Wall reinforcement isrequired at all lift points to ensurewall stability during construction.

WARNINGSafety bracing during construction is

required for lateral stability. Lack ofproper bracing or insufficient wall systemdesign can result in serious accidents.

Multiple-Member Connections

Use support blocks at10' on-center to keepbundles out of mudand water

Wrap is slipperywhen wet or icy

Protect productfrom sun and water

All loads must be tracked to thefoundation by the designer of record

Sill plate. Refer to Trus Joist treatedTimberStrand LSL literature.


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Wall Details


Lateral ConnectionsAngle ClipLateral ConnectionsNails

AC9AC3 AC5 AC7 A34

A23 or A3

Load

General Notes

Tables are based on a load duration factor of 1.60. Connection values based on a specific gravity of 0.50. For end grain connections, a 0.67 factor was used (based on NDS 2001). For toenail connections, a 0.83 factor was used (based on NDS 2001).

A21

Type Diameter End Grain Toe Nail8d (212") box .113" 77 lbs 96 lbs

10d (3") box .128" 99 lbs 123 lbs

12d (314") box .128" 99 lbs 123 lbs

16d (312") box .135" 110 lbs 137 lbs

16d (314") pneumatic .131" 104 lbs 129 lbs

Type NailsLength of

Connector (L)Allowa

(

Simpson Strong-Tie

A21 Four 10d x 1 12" 138" 1

A34 Eight 8d x 1 12" 212" 3

A35 Twelve 8d x 1 12" 412" 4

A23 Eight 10d x 1 12" 234" 5USP Lumber Connectors

AC3 Four 10d x 1 12" 278" 2AC5 Six 10d x 1 12" 478" 4A3 Eight 10d x 1 12" 234" 5

AC7 Eight 10d x 1 12" 61516" 5AC9 Ten 10d x 1 12" 878" 7

Framing Connectors

Header to Column Column to Bottom Plate

Column to Top Plate Wind Brace

Trimmer stud(s) tosupport vertical load

Framing angles tosupport lateral load

Header

Plate width mustequal wall thickness toprovide lateral bracing.(Plate not required ifheader width equals

the wall thickness.)

Column

Trimmer stud(s)

Blocking panelas required

Solid blocking isrequired if columnand trimmer studsdo not extend tosill plate

Sill plate

Rim board

Sole plate

Column

Double top plate

Framing angles

Trimmer stud(s)

Roof framing

(by others)

Connect truss todouble top plate

(by others)

Bottom chord trussbracing (by others)

Engineered wallsystem

Angled wind braces toconnect double topplate to roofdiaphragm (by others

Wall bracing is necessary if double top plate is not attacheddirectly to the roof/floor diaphragm

L13 P5

P6 WB1

Framing angles


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Allowable Holes


58" minimumedge distance

Maximum diameter: 138" for 312" thick walls 2316" for 512"1114"

thick walls

Maximum notch: 78" for 312" thick walls 138" for 512"1114"

thick walls

L3

L3

L3

Allowable Holes and Notches

A notch and a hole shallnot occur in the same

cross section

One hole may be cut anywhere along thelength of the stud or column but must be

no closer than 5/8" from the edge

One notch may be cut anywhereexcept the middle 13 of the length

of the stud or column


2 x diameter of the largest hole (minimum)

13 depth

13 depth

13 depth

Allowed hole zone

See illustration for allowed hole zone

2 x diameter of the largest hole (minimum)

13 depth

13 depth

13 depth

13 span 13 span

Allowed hole zone

13 span

DO NOT cut, notch, or drillholes in headers except asindicated in illustrationsand in tables above

See illustration for allowed hole zone

Header DepthMaximum

Round HoleSize

512" 134"

714" to 20" 2"

Header DepthMaximum

Round HoleSize

438" 1"

512" 134"

714" to 16" 2"

Headerdepth (d)

Allowed hole zone

Allowed hole zone

TimberStrand LSL Headers

Parallam PSL Headers

d d

General Notes

Allowed hole zone suitable foruniformly loaded headers only.

No rectangular holes.

No holes in cantilevers.

No holes in headers in plank orientation.

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Design Properties



Allowable Design Stresses (100% Load Duration)

(1) When structural members qualify as repetitive members in accordance with the applicable building code, a 4% increase is permitted for Fb in addition to the increases permitted inFootnotes 4 and 5.

(2) Compression perpendicular to grain values (Fc) shall not be increased for duration of load.

(3) Design shear wall applications per 2003 IBC Table 2306.4.1.

(4) For 12" depth; for other depths, table value shall be multiplied by (12/d)0.092. For depths less than 312", the factor of the 312" depth shall be used.

(5) For 12" depth; for other depths, table value shall be multiplied by (12/d)0.111. For depths less than 312", the factor of the 312" depth shall be used.

(6) A specific gravity of 0.55 can be used for all 1.6E TimberStrand LSL stud material.

112" TimberStrand LSL (Studs)

312" TimberStrand LSL (Columns and Headers)

31

2" Parallam PSL (Columns)

514" Parallam PSL (Columns and Headers)

7" Parallam PSL (Columns)

Allowable Design Properties (100% Load Duration)

MaterialGrade MOE

(x106)(psi)

Axial Joist/Beam Plank Equivalent Specific Gravity for Connections

Fc(psi)

Fb(1)(psi)

Fv(psi)

Fc(2)(psi)

Fb(psi)

Fv(psi)

Fc(2)(psi)

Shear Walls(3) Lateral Withdrawal

TimberStrand LSL

1.3 1,400 1,700(4) 400 680 1,900 150 435 NA0.50 0.42(6)1.6 2,150 2,425(4) 400 825 2,700 150 490 0.50

1.7 2,380 2,600(4) 400 880 2,900 150 510 NA

Parallam PSL1.8 2,500 2,500(5) 230 600 2,400(5) 190 425

NA 0.50 0.502.0 2,900 2,900(5) 290 750 2,800(5) 210 475

Design PropertyBeam Orientation

1.6E312" 512" 714"

Moment (ft-lbs) 695 1,640 2,780

Shear (lbs) 1,400 2,200 2,900Moment of Inertia (in.4) 5 21 48

Weight (plf) 1.6 2.5 3.3

212" TimberStrand LSL (Studs)

Design PropertyBeam Orientation

1.6E312" 512"

Moment (ft-lbs) 1,155 2,735

Shear (lbs) 2,333 3,667Moment of Inertia (in.4) 9 35

Weight (plf) 2.7 4.2

Design Property1.3E 1.7E

Beam Orientation Plank Orientation Beam Orientation

312" 512" 714" 858" 512" 714" 912" 1178"

Moment (ft-lbs) 1,135 2,685 4,550 6,335 1,780 2,350 11,685 17,930Shear (lbs) 1,225 5,133 6,767 8,050 1,925 2,538 8,867 11,083

Moment of Inertia (in.4) 13 49 111 187 20 26 250 488Weight (plf) 3.6 5.6 7.4 8.8 5.6 7.4 10.6 13.3


Beam Orientation Plank Orientation Beam Orientation

312" 514" 7" 514" 7" 912"

Moment (ft-lbs) 1,640 3,670 6,320 2,460 3,275 13,095Shear (lbs) 1,552 2,818 3,757 2,328 3,103 6,428

Moment of Inertia (in.4) 13 42 100 19 25 250Weight (plf) 3.8 5.7 7.7 5.7 7.7 10.4


Beam Orientation Plank Orientation Beam Orientation Plank Orientation

514" 7" 7" 912" 912"Moment (ft-lbs) 5,285 9,485 7,050 19,645 11,160

Shear (lbs) 3,491 5,635 4,655 9,643 6,983Moment of Inertia (in.4) 63 150 84 375 115Weight (plf) 8.6 11.5 11.5 15.6 15.6


Beam Orientation Plank Orientation

7" 912"Moment (ft-lbs) 12,140 19,220

Shear (lbs) 6,207 9,310Moment of Inertia (in.4) 200 272

Weight (plf) 15.3 20.8

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Since the 1960s, builders and specifiers have relied on qualityproducts from Trus Joist. Cutting-edge research and developmenthave resulted in a product line that gives you the reliable supportyou need in a structure. Homes built on the superior strength andconsistency of TimberStrand LSL, Parallam PSL, Microllam LVL,and Silent Floorjoists are homes where each piece is strong and true:

Headers dont shrink.

Floors are quieter. Tall walls start straight and stay straight.And because Trus Joist building products use precious timberresources efficiently, these homes are not only structurally sound,but environmentally sound as well.

Trus Joist gives you quality and reliability, plus a skilled sales teamand technical support staff that can help you get the bestperformance from our products. You also get the best productwarranty in the business.

1-800-628-3997www.trusjoist.com

Email: [email protected]

200 E. Mallard Drive (83706)P.O. Box 60 Boise, ID 83707 (208) 364-1200

HeadersBeams

HeadersBeams

ColumnsWall Framing

TJI Floor JoistsTJI Roof Joists

Rim BoardHeaders

BeamsStuds and Columns

Wall Framing

Trus Joist, Microllam, Parallam, Silent Floor, and TimberStrand

ProductWarranty

TrusJoistwarrants

thatitsproductsw

ill

befreefrommanufacturing

errorsordefectsin

workmanshipandmaterial.

Inaddition,provid

edtheproduct

iscorrectlyinstalle

dandused,thecom

panywarrantsthe

adequacy

ofitsdesignforthe

normalandexpect

edlifeofthebuilding.

200E.MallardDriv

e Boise,Idaho 8

3706

1-800-628-3997

___________________

___________________

_

TomDenig,Preside

nt

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