wausau wood systems | engineered wood | 2016

WAUSAU WOODSYSTEMS

WSI JOISTS | WS-LAM LVL | HEADERS & BEAMS | ROSBORO & ANTHONY FOREST GLULAM PRODUCTSDESIGN GUIDE

3

WOOD—THE MIRACLE MATERIALWood is the right choice for a host of construction applications. It is the earth's natural, energy efficient and renewable building material.

ENGINEERED WOOD IS A BETTER USE OF WOODToday’s wood products are made more efficient by using wood fiber resources. These resources make stronger plywood, oriented strand board, I-joists, glued laminated timbers and laminated veneer lumber. This is good for the environment and good for designers seeking strong, efficient and striking building design.

A FEW FACTS ABOUT WOODWe're growing more wood every day. Forests fully cover one-third of the United States and one-half of Canada's land mass. American landowners plant more than two billion trees every year. In addition, millions of trees seed naturally. The forest products industry, which comprises about 15 percent of forestland ownership, is responsible for 41 percent of replanted forest acreage. This works out to more than one billion trees a year, or about three million trees planted every day. This high rate of replanting accounts for the fact that each year, 27 percent more timber is grown than is harvested.

4

LVL FLANGE JOISTSICC-ES ESR-1225 | ICC-ES ESR-1405 | APA PR-L262 | HUD SEB 1132 | LA CITY RR 25450 | FL7428 | WI 200258-W | NYC MEA 233-98-M VOL III

WSI-90

23/UT | 7/16" OSB Web 3½" x 1½" LVL Flange

WSI-70

35/UT | 3/8" OSB Web 25/16" x 1½" LVL Flange

WSI-47

35/UT | 3/8" OSB Web 25/16" x 11/8" LVL Flange

I-JOIST DIMENSIONS

16̋11M\,̋ 14̋9Z|x˝ 18̋ 20˝ 22˝ 24˝16̋11M\,̋ 14̋ 20˝18̋117/8" 14" 16" 117/8" 14"16̋14̋11M\,̋9Z\x̋9Z\v̋ 9½" 117/8" 14"

Joist Series

Joist Depth

EI(2)

(x 106 lbs-in2)k(3)

(x 106 lbs) M(4)

(ft-lbs) V(5)

(lbs) ER(6) (lbs)

IR(7) (lbs)

Vertical Load(8) (plf)

WSI-479 1/2" 206 4.94 3335 1330 875 1860 200011 7/8" 344 6.18 4280 1705 885 1930 2000

14" 499 7.28 5075 1955 900 1995 2000

WSI-7011 7/8" 440 6.18 6730 1705 1160 2460 2000

14" 644 7.28 8030 1955 1160 2460 200016" 873 8.32 9200 2190 1160 2460 2000

WSI-9011 7/8" 661 7.60 10255 1925 1400 3355 2400

14" 965 8.96 12235 2125 1400 3355 2400

16" 1306 10.24 14020 2330 1400 3355 2400

WSI-JOIST DESIGN PROPERTIES

1. Values apply to normal load duration. All values except El, k and Vertical Load may be adjusted for other load durations as Bending stiffness (EI).2. Coefficient of shear deflection (k). Use Equations 1 or 2 to calculate uniform load or center point load deflections in a simple-span application.

3. Moment capacity (M). The tabulated values shall not be increased by any code-allowed repetitive member factor.4. Shear capacity (V).5. End reaction capacity (ER) of the I-joist without web stiffeners and a minimum bearing length of 13/4 inches.6. Intermediate reaction capacity (IR) of the I-joist without web stiffeners and a minimum bearing length of 3½ inches.7. Blocking panel and rim joist vertical load capacity. 8. Web stiffeners required. See page 9 Wausau Supply Company | www.wausausupply.com page 3

lVl flange WsI-JoIsT icc-eS eSr-1225 n icc-eS eSr-1405 n APA Pr-L262 Hud SeB 1132 n LA city rr 25450 n fL7428 Wi 200258-W n nyc MeA 233-98-M VoL iii

I-JoIsT DImensIonsWSi-90

M\zn” oSb Web3Z\x” x 1Z\x” flange

16̋11M\,̋ 14̋9Zx˝ 18̋ 20˝ 22˝ 24˝

WSi-70

C\,” oSb Web2B\zn” x 1Z\x” flange

16̋11M\,̋ 14̋ 20˝18̋

WSi-40

C\,” oSb Web2B\zn” x 1C\,” flange

16̋14̋11M\,̋9Z\x̋9Z\v̋

WSi-JoiSt(1) deSiGn ProPertieSJoist

SeriesJoist

depthei(2)

(x 106 lbs-in2)k(3)

(x 106 lbs) M(4)

(ft-lbs) V(5) (lbs)

er(6) (lbs)

ir(7) (lbs)

WSi-409Z\x” 193 4.94 2735 1120 1080 2160

11M\,” 330 6.18 3545 1420 1200 2500

14” 482 7.28 4270 1710 1200 2500

WSi-7011M\,” 440 6.19 6730 1420 1160 2335

14” 644 7.33 8030 1710 1160 2335

16” 873 8.42 9200 1970 1160 2335

WSi-9011M\,” 661 6.92 10255 1925 1400 3355

14” 965 8.17 12235 2125 1400 3355

16” 1306 9.35 14020 2330 1400 3355

1. the tabulated design properties are for normal duration of load. all properties except eI and k may be adjusted for other load durations as permitted by the code.2. bending stiffness (eI).3. Coefficient of shear deflection (k). use equations 1 or 2 to calculate uniform load or center point load deflections in a simple-span application. uniform load:

[1] d = 5wl4 + wl2 ______ ____ 384EI k

d = pl3 + 2pl _____ ___ 48EI k

Center-point load:

[2]

where: d = calculated deflection (in.)w = uniform load (lbs/in.)l = design span (in.)

P = concentrated load (lbs)EI = bending stiffness of the joist (lbs-in2) k = coefficient of shear deflection (lbs)

4. moment capacity (m). the tabulated values shall not be increased by any code-allowed repetitive member factor.5. Shear capacity (V).6. end reaction capacity (er) of the I-joist without web stiffeners and a minimum bearing length of 1C\v inches.7. Intermediate reaction capacity (Ir) of the I-joist without web stiffeners and a minimum bearing length of 3Z\x inches.

DesIgn ProPerTIes

WS

I-

JO

IS

T

pr

op

er

tI

eS

a

nD

D

Im

en

SI

on

S

IDEAL FOR LONG SPANS

5

FLOOR SPANSALLOWABLE SPANS FOR WSI-JOIST | 40 PSF LIVE LOAD AND 10 PSF DEAD LOAD

Joist Series Joist Depth Simple Span Multiple Span12" o.c. 16" o.c. 19.2" o.c. 24" o.c. 12" o.c. 16" o.c. 19.2" o.c. 24" o.c.

WSI-479 1/2" 18'– 4" 16'– 9" 15'– 9" 14'– 9" 20'– 5" 18'– 7" 17'– 6" 14'– 7"

11 7/8" 21'– 8" 19'– 10" 18'– 8" 17'– 5" 24'– 2" 22'– 0" 19'– 0" 15'– 2"

14" 24'– 6" 22'– 5" 21'– 2" 17'– 10" 27'– 4" 23'– 8" 19'– 8" 15'– 8"

WSI-7011 7/8" 23'– 4" 21'– 3" 20'– 1" 18'– 8" 25'– 11" 23'– 8" 22'– 3" 19'– 5"

14" 26'– 5" 24'– 1" 22'– 9" 21'– 2" 29'– 6" 26'– 10" 24'– 4" 19'– 5"16" 29'– 3" 26'– 8" 25'– 2" 23'– 0" 32'– 8" 29'– 3" 24'– 4" 19'– 5"

WSI-9011 7/8" 26'– 5" 24'– 1" 22'– 8" 21'– 2" 29'– 6" 26'– 10" 25'– 3" 23'– 6"

14" 30'– 0" 27'– 4" 25'– 9" 24'– 0" 33'– 5" 30'– 5" 28'– 8" 26'– 7"16" 33'– 2" 30'– 3" 28'– 6" 26'– 6" 37'– 0" 33'– 8" 31'– 9" 26'– 7"

1. Table values apply to uniformly loaded, residential floor joists.2. Span is measured from face to face of supports.3. Deflection is limited to L/240 at total load and L/480 at live load.4. Table values are based on glued and nailed sheathing panels (23/32" for 24" o.c., 19/32" otherwise). Use ASTM D3498 adhesive in accordance with the

manufacturer's recommendations. 5. Provide at least 1¾" of bearing length at end supports and 3½" at intermediate supports.6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum

board ceiling).7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. commercial floors, different bearing

conditions, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span. 8. Deflection is a key element of floor performance, however long spans may require additional consideration. See the vibration analysis feature in our sizing software for additional guidance.

ALLOWABLE SPANS FOR WSI-JOIST | 40 PSF LIVE LOAD AND 20 PSF DEAD LOAD

Joist Series Joist DepthSimple Span Multiple Span

12" o.c. 16" o.c. 19.2" o.c. 24" o.c. 12" o.c. 16" o.c. 19.2" o.c. 24" o.c.

WSI-479 1/2" 18'– 4" 16'– 9" 15'– 9" 14'– 5" 20'– 5" 18'– 0" 15'– 3" 12'– 2"11 7/8" 21'– 8" 19'– 10" 18'– 3" 14'– 7" 23'– 8" 19'– 0" 15'– 10" 12'– 7"

14" 24'– 6" 22'– 4" 18'– 7" 14'– 10" 25'– 9" 19'– 8" 16'– 4" 13'– 0"

WSI-7011 7/8" 23'– 4" 21'– 3" 20'– 1" 18'– 8" 25'– 11" 23'– 8" 20'– 3" 16'– 2"

14" 26'– 5" 24'– 1" 22'– 9" 19'– 2" 29'– 6" 24'– 4" 20'– 3" 16'– 2"

16" 29'– 3" 26'– 8" 24'– 0" 19'– 2" 32'– 6" 24'– 4" 20'– 3" 16'– 2"

WSI-90

11 7/8" 26'– 5" 24'– 1" 22'– 8" 21'– 2" 29'– 6" 26'– 10" 25'– 3" 22'– 1"14" 30'– 0" 27'– 4" 25'– 9" 23'– 2" 33'– 5" 30'– 5" 27'– 8" 22'– 1"

16" 33'– 2" 30'– 3" 28'– 6" 23'– 2" 37'– 0" 33'– 3" 27'– 8" 22'– 1"

See notes above.

HOW TO USE FLOOR SPAN TABLES 1. Choose the appropriate live and dead load combination as well as a joist spacing.2. Scan down the spacing column to find a span that exceeds the design span.3. Scan to the left from that span to determine the joist size required.4. Web stiffeners are required at all supports for 22" and 24" joists. See page 9.

WSI - JOIST

6

FLOOR LOADSSIMPLE-SPAN JOIST | ALLOWABLE LOADS FOR WSI JOISTS (PLF)

Jois

t Spa

n (ft

) WSI-47 WSI-70 WSI-90

9 1/2" 11 7/8" 14" 11 7/8" 14" 16" 11 7/8" 14" 16"

Live L/480

Total 100

Live L/480

Total 100

Live L/480

Total 100

Live L/480

Total 100

Live L/480

Total 100

Live L/480

Total 100

Live L/480

Total 100

Live L/480

Total 100

Live L/480

Total 100

6 – 292 – 295 – 300 – 387 – 387 – 387 – 467 – 467 – 467

7 – 250 – 253 – 257 – 331 – 331 – 331 – 400 – 400 – 400

8 – 219 – 221 – 225 – 290 – 290 – 290 – 350 – 350 – 350

9 – 194 – 197 – 200 – 258 – 258 – 258 – 311 – 311 – 311

10 – 175 – 177 – 180 – 232 – 232 – 232 – 280 – 280 – 280

11 145 159 – 161 – 164 – 211 – 211 – 211 – 255 – 255 – 255

12 115 146 – 148 – 150 – 193 – 193 – 193 – 233 – 233 – 233

13 92 135 – 136 – 138 – 178 – 178 – 178 – 215 – 215 – 215

14 75 125 121 126 – 129 149 166 – 166 – 166 – 200 – 200 – 200

15 62 117 100 118 – 120 124 155 – 155 – 155 180 187 – 187 – 187

16 51 103 84 111 – 113 104 145 – 145 – 145 152 175 – 175 – 175

17 71 104 100 106 88 136 125 136 – 136 129 165 – 165 – 165

18 60 98 85 100 75 129 107 129 – 129 110 156 – 156 – 156

19 51 93 73 95 64 122 92 122 – 122 95 147 135 147 – 147

20 44 86 64 90 56 112 80 116 106 116 82 140 117 140 – 140

21 55 86 70 110 93 110 102 133 – 133

22 48 82 61 105 82 105 90 127 119 127

23 43 77 54 101 72 101 79 122 106 122

24 38 70 48 96 64 97 71 117 94 117

25 57 93 84 112

26 51 89 75 108

27 46 86 67 104

28 41 82 61 100

29

1. Table values apply to uniformly loaded floor joists.2. Span is measured to the center of each support.3. The values in the Total columns are based on an L/240 total load deflection limit. Building codes typically require L/360 for live load. Experience has shown that a

live load deflection limit of L/480 at 40 psf for residential floors does a better job than L/360 of meeting most performance expectations.4. Table values do not account for stiffness added by glued or nailed sheathing.5. Provide at least 1¾" of bearing length at end supports and 3½" at intermediate supports.6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. floor sheathing, gypsum board ceiling).7. Use sizing software or consult a professional engineer to analyze conditions outside the scope of this table (e.g. difference bearing lengths, concentrated loads) or for multiple span joists if the length of any span is less than half the length of an adjacent span.

HOW TO USE FLOOR LOAD TABLES

Joist Spacing Design Load (psf)

Inches Feet 20 30 40 50 60 70 80 90 100

12 1 20 30 40 50 60 70 80 90 100

16 1.33 27 40 53 67 80 93 106 120 133

19.2 1.6 32 48 64 80 96 112 128 144 160

24 2 40 60 80 100 120 140 160 180 200

2. Choose a span and scan across the Span row to find a joist size with sufficient Live and Total load capacities. Both requirements must be satisfied. When no value is shown in a Live column, Total load governs.3. Web stiffeners are required at all supports for 22" and 24" joists. See page 9.

1. Choose a joist spacing and convert the live and total design loads specified in pounds per square foot (psf) to joist loads in pounds per lineal foot (plf). Joist Spacing (ft) x Design Load (psf) = Joist Load (plf).

JOIST LOAD (PLF)

7

FLOOR DETAILSGENERAL NOTES 1. Nails shall be minimum 2½" x 0.131" unless otherwise noted.

Larger diameter nails might split the flanges.

2. Fasten joists to top plate with at least two nails. Start nails at least 1½" from end to avoid splitting.

3. Framing lumber is assumed to be S-P-F unless otherwise noted.

4. Mid-span bridging is not required.

5. Fastening specifications are minimum requirements. Engineered projects might require higher strength connections. Refer to the building designer's recommendations.

FASTEN JOISTS to the top plate with two nails. Start nails at least 1½" from the end of the flange to avoid splitting.

RIM BOARD

FASTEN RIM BOARDS TO JOISTS with one nail at each flange. Install as joists are set.

FASTEN RIM BOARDS TO TOP PLATE with toenails at 6" o.c.

SQUASH BLOCK—VERTICAL LOAD CAPACITY

Pair of 2x4 Squash Blocks 3800 lbs

Pair of 2x6 Squash Blocks 5900 lbs

(Hem-Fir wall plates assumed)

SQUASH BLOCK FASTEN SQUASH BLOCKS to joists with one nail at each flange. Install before the joists are sheathed.

FASTEN JOISTS to the top plate with two nails.

+ 1/16, -0"

LOAD-BEARING WALL directly above the support below.

DOUBLE JOIST CONSTRUCTIONFILLER BLOCKING per Table A

F2 - END SUPPORTF4 - INTERMEDIATE SUPPORT

LOCATE SQUASH BLOCKS under the full width of all columns. Install before the joists are sheathed.

F5 - AT COLUMNS

Joist Series

Joist Depth

Flange Width

Maximum Filler Block Height

Minimum Filler Block Thickness

WSI-479 1/2"

2 5/16"

6 5/8"

2"11 7/8" 9"

14" 11 1/8"

WSI-7011 7/8"

2 5/16"

8 ¾"

2"14" 10 7/8"

16" 12 7/8"

WSI-9011 7/8"

3 ½"

8 ¾"

3"14" 10 7/8"

16" 12 7/8"

TABLE A | FILLER BLOCK REQUIREMENTS FOR DOUBLE I-JOIST CONSTRUCTION

OFFSET NAILS from oppositeface by 6"

12"

1⁄8" GAP between top flange and filler block

1. Support back of I-joist web during nailing to prevent damage to web/flange connection.

2. Leave a 1/8" gap between top of filler block and bottom of top I-joist flange.3. Filler block is required between I-joists for full length of span.4. Nail I-joists together with two rows of 10d nails at 12" o.c. (clinched when

possible) on each side of the double joist. Total of 4 nails per foot required. If nails can be clinched, only 2 nails per foot are required.

WSI - JOIST

8

WEB HOLE SPECIFICATIONJOIST TYPICAL HOLES

DO NOT CUT rectangular holes, or round holes larger than 1½�" in diameter, in cantilevers

ROUND HOLES up to 1½" in diameter may be cut anywhere in the web. Provide at least 3" of horizontal clearance from other holes

DUCT HOLE(full height)

MINIMUM 2X diameter of largest hole

D

(see table)

D

(see table)

ROUND AND RECTANGULAR HOLESMinimum Distance 'D' From Any Support to the Centerline of the Hole

Round Hole Diameter 2" 3" 4" 5" 6" 6 ¼" 8 5/8" 10" 10 ¾" 12" 12 ¾" 14 ¾" 16 ¾" Rectangular Hole Longest Side 1 ½" 2 ¼" 3" 3 ¾" 4 ½" 4 5/8" 6 3/8" 7 ½" 8" 9" 9 ½" 11" 12 ½"

9 ½"Joist Sp

an

(ft)

8 1'– 1" 1'– 7" 2'– 1" 2'– 8" 3'– 2" 3'– 4"12 1'– 7" 2'– 4" 3'– 2" 3'– 11" 4'– 9" 5'– 0"16 2'– 1" 3'– 2" 4'– 3" 5'– 3" 6'– 4" 6'– 8"

11 7/8"Joist

Span

(ft) 8 1'– 1" 1'– 2" 1'– 2" 1'– 8" 2'– 2" 2'– 3" 3'– 6"

12 1'– 1" 1'– 2" 1'– 10" 2'– 6" 3'– 3" 3'– 5" 5'– 3"16 1'– 1" 1'– 5" 2'– 5" 3'– 4" 4'– 4" 4'– 7" 7'– 0"20 1'– 1" 1'– 9" 3'– 0" 4'– 2" 5'– 5" 5'– 8" 8'– 10"

14"Joist

Span

(ft) 12 1'– 1" 1'– 2" 1'– 2" 1'– 5" 2'– 1" 2'– 3" 3'– 10" 4'– 10" 5'– 5"

16 1'– 1" 1'– 2" 1'– 2" 1'– 10" 2'– 9" 3'– 0" 5'– 2" 6'– 5" 7'– 3"20 1'– 1" 1'– 2" 1'– 2" 2'– 4" 3'– 5" 3'– 9" 6'– 5" 8'– 0" 9'– 1"24 1'– 1" 1'– 2" 1'– 5" 2'– 9" 4'– 2" 4'– 6" 7'– 8" 9'– 7" 10'– 11"

16"Joist

Span

(ft) 16 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 4" 1'– 6" 3'– 7" 4'– 9" 5'– 5" 6'– 7" 7'– 5"

20 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 8" 1'– 11" 4'– 6" 6'– 0" 6'– 10" 8'– 3" 9'– 4"24 1'– 1" 1'– 2" 1'– 2" 1'– 3" 2'– 0" 2'– 4" 5'– 5" 7'– 2" 8'– 2" 9'– 11" 11'– 2"28 1'– 1" 1'– 2" 1'– 2" 1'– 3" 2'– 4" 2'– 8" 6'– 4" 8'– 5" 9'– 6" 11'– 7" 13'– 0"

18"Joist

Span

(ft) 16 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 2'– 2" 3'– 3" 3'– 11" 5'– 0" 5'– 7" 7'– 7"

20 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 2'– 8" 4'– 1" 4'– 11" 6'– 2" 7'– 0" 9'– 6"24 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 3'– 2" 4'– 11" 5'– 10" 7'– 5" 8'– 5" 11'– 5"28 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 3'– 9" 5'– 9" 6'– 10" 8'– 8" 9'– 9" 13'– 4"

20"Joist

Span

(ft)

16 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 1'– 4" 1'– 10" 2'– 5" 3'– 6" 4'– 1" 5'– 9" 7'– 9"20 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 1'– 4" 2'– 3" 3'– 1" 4'– 4" 5'– 1" 7'– 2" 9'– 9"24 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 1'– 4" 2'– 9" 3'– 8" 5'– 2" 6'– 1" 8'– 7" 11'– 8"28 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 1'– 4" 3'– 2" 4'– 3" 6'– 1" 7'– 2" 10'– 0" 13'– 7"

22"Joist

Span

(ft)

16 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 2'– 7" 3'– 4" 3'– 9" 4'– 5" 4'– 10" 6'– 0" 7'– 1"20 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 5" 1'– 7" 3'– 2" 4'– 2" 4'– 8" 5'– 7" 6'– 1" 7'– 6" 8'– 10"24 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 8" 1'– 10" 3'– 10" 5'– 0" 5'– 7" 6'– 8" 7'– 3" 8'– 11" 10'– 7"28 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 11" 2'– 2" 4'– 6" 5'– 10" 6'– 7" 7'– 9" 8'– 6" 10'– 5" 12'– 5"

24"Joist

Span

(ft)

16 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 1'– 10" 2'– 7" 3'– 0" 3'– 8" 4'– 0" 5'– 1" 6'– 2"20 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 2'– 3" 3'– 2" 3'– 8" 4'– 6" 5'– 0" 6'– 4" 7'– 8"24 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 2'– 9" 3'– 10" 4'– 5" 5'– 5" 6'– 0" 7'– 8" 9'– 3"28 1'– 1" 1'– 2" 1'– 2" 1'– 3" 1'– 3" 1'– 3" 3'– 2" 4'– 6" 5'– 2" 6'– 4" 7'– 0" 8'– 11" 10'– 9"

1. Table values apply to joists sized by means of the load or span tables in this publication. Use beam sizing software for a more precise analysis or to analyze conditions outside of the scope of these tables.

2. Web holes may be located anywhere between the joist flanges. Leave at least 1/8 inch clearance between the edges of holes and the flanges. 3. Do not cut rectangular holes, or round holes larger than 1½ inch diameter, in cantilevers.4. The horizontal clearance between the edges of adjacent holes must be at least twice the diameter (or longest side) of the larger hole.

Exception: A 1½ inch diameter hole may be drilled anywhere in the web. Provide at least 3 inches of horizontal clearance from adjacent holes of any size.5. 1½ inch diameter holes are factory-scored in the web at 16 inches on center.

Never drill, cut or notch the flange, or over-cut the web. Holes in webs should be cut with a sharp saw. For rectangular holes, avoid over cutting the corners, as this can cause unnecessary stress concentrations. Slightly rounding the corners is recommended. Starting the rectangular hole by drilling a 1" diameter hole in each of the 4 corners and then making the cuts between the holes is another good method to minimize damage to I-joists.

RECTANGULAR HOLE

9

WEB STIFFENER REQUIREMENTS

Web stiffeners are pairs of small blocks, cut from panels or 2x4s. These blocks are nailed to the joist web to stiffen a deep web, increase reaction capacity or accommodate a special connector. Web stiffeners are not required when joists are sized by means of the tables in this guide, with the following exceptions:

1. Web stiffeners are required at the ends of joists set in hangers that are not deep enough to laterally support the top flanges of the joists. (Refer to the hanger manufacturer's installation instructions.)

2. Web stiffeners are required to accommodate special connector nailing requirements. Refer to the connector manufacturer's installation instructions.

3. Web stiffeners are required at birdsmouth cuts at the low end supports of sloped joists.

4. Web stiffeners are required at all supports on 22" and 24" joists.

When joists are sized by means of sizing software, or otherwise engineered for an application, web stiffeners are required as follows:

1. Web stiffeners are required for high reactions at supports. Refer to an evaluation report.

2. Web stiffeners are required under concentrated loads applied to the tops of joists between supports, or along cantilevers beyond the support, when the concentrated load exceeds 1500 pounds.

93

Web stiffeners are pairs of small blocks, cut from panels or 2x4s, that are nailed to the joist web to stiffen a deep web, increase reaction capacity or accommodate a special connector. Web stiffeners are not required when joists are sized by means of the tables in this guide, with the following exceptions: 1. Web stiffeners are required at the ends of joists set in hangers that are not deep enough to laterally support the top flanges of the joists.

Refer to the hanger manufacturer’s installation instructions. 2. Web stiffeners are required to accommodate special connector nailing requirements. Refer to the connector manufacturer’s installation

instructions. 3. Web stiffeners are required at birdsmouth cuts at the low end supports of sloped joists. 4. Web stiffeners are required at all supports on 22- and 24-inch joists.

When joists are sized by means of sizing software, or otherwise engineered for an application, web stiffeners are required as follows: 1. Web stiffeners are required for high reactions at supports. Refer to an evaluation report. 2. Web stiffeners are required under concentrated loads applied to the tops of joists between supports, or along cantilevers beyond the

support, when the concentrated load exceeds 1500 pounds.

WEB STIFFENER REQUIREMENTS

NUMBER OF WEB STIFFENER NAILS REQUIREDJoist Depth 24” & 20” 18” & 16” 14” & Less

All Conditions 10 8 4

Snug to bottom

High reaction at support

Snug to top

Concentrated Load > 1500 lbs.

WEB STIFFENER SIZE REQUIRED

Flange Width

Minimum DimensionsWeb Stiffeners

NailsThickness Width

1½” 15⁄32” 25⁄16” 2½” x 0.131”1¾” 19⁄32” 25⁄16” 2½” x 0.131”21⁄16” 23⁄32” 25⁄16” 2½” x 0.131”25⁄16” 23⁄32” 25⁄16” 2½” x 0.131”2½” 23⁄32” 25⁄16” 2½” x 0.131”3½” 1½” 3½” 3¼” x 0.131”

Web stiffener length is approximately 1⁄8” less than the clear distance between flanges.

Birdsmouth cut at low support

PW

I

JO

IS

T

WE

B

ST

IF

FE

NE

R

RE

QU

IR

EM

EN

TS

WEB STIFFEN

ERS WSI-JOIST

10

ROOF DETAILS

UP-THE-SLOPE SPANS & CUTTING LENGTHS FOR SLOPED ROOFS

Slope Factor

Joist Depth (inches)

9 ½" 11 7/8" 14" 16"

Depth Correction (feet)1 in 12 1.00 0.07 0.08 0.10 0.11

2 in 12 1.01 0.13 0.16 0.19 0.22

2.5 in 12 1.02 0.16 0.21 0.24 0.28

3 in 12 1.03 0.20 0.25 0.29 0.33

3.5 in 12 1.04 0.23 0.29 0.34 0.39

4 in 12 1.05 0.26 0.33 0.39 0.44

4.5 in 12 1.07 0.30 0.37 0.44 0.50

5 in 12 1.08 0.33 0.41 0.49 0.56

6 in 12 1.12 0.40 0.49 0.58 0.67

7 in 12 1.16 0.46 0.58 0.68 0.78

8 in 12 1.20 0.53 0.66 0.78 0.89

9 in 12 1.25 0.59 0.74 0.88 1.00

10 in 12 1.30 0.66 0.82 0.97 1.11

11 in 12 1.36 0.73 0.91 1.07 1.22

12 in 12 1.41 0.79 0.99 1.17 1.33

Joist Depth

12X

Sloped Length

Cut Length (feet) =(Plan Dimension x Factor) +Depth Correction

Plan Dimension (feet)

Depth Correction

Simpson MSTA36 strap* with (26) 10d x 1 ½" nails

WS-Lam ridge beam

* MSTA36 STRAPS REQUIRED FOR WSI-JOISTS . UPLIFT CONNECTIONS MAY BE REQUIRED.

Beveled bearing stiffener each side

Adjustable slope hanger

R6 - Stop WSI-joist at wall line and extend top flange with 2x4. Support extension with 2x4 nailed to web of joist with (2) rows of 8d nails at 8" o.c. clinched. Extend 2x4 support at least 4' into joist span and nail to top flange with 8d nails at 8" o.c.

X-bridging or WSI-joist blocking panels. Validate use of x-bridging with local code

2' – 0" max

24" o.c. max

4' – 0" min

R7 - 2x4 nailed to side of top flange with 10d nails at 8" o.c. Place 2x4 cripple stud at plate, under 2x4 overhang. Bevel cut to match roof slope.

UPLIFT CONNECTIONS MAY BE REQUIRED.

X-bridging or WSI-joist blocking panels. Validate use of x-bridging with local code

24" o.c. max

2'– 0" max

4'– 0" min


L (2'– 0" max)

L

When L exceeds WSI-joist spacing, double joist may be required.

2x4 outrigger notched around top flange of WSI-joist. 8d toe nail to plate and top flange.


R10 - RIDGE CONNECTION - 12/12 MAXIMUM SLOPE OVERHANG PARALLEL TO WSI-JOIST

OPTIONAL OVERHANG EXTENSIONS FOR UNIFORMLY DISTRIBUTED LOADS ONLY

No. 2 S-P-F 2x4 or better. Nails at 8" o.c. 2'-0" max. overhang. 4'-0" min. back span. 24" o.c. max. joist spacing.

2x4 min. bearing block cut to fit snug.

2x4 min. bearing block cut to fit snug.

No. 2 S-P-F 2x4 or better. 3"x0.148" nails at 8" o.c. 2'-0" max. overhang. 4'-0" min. back span. 24" o.c. max. joist spacing.

Birdsmouth cut (shown) or beveled plate.

11

115% SNOW ROOF SPANS ALLOWABLE SPANS FOR WSI-JOISTS – 30 PSF LIVE LOAD – 15 PSF DEAD LOAD

Joist Series Joist Depth

Simple SpanSlopes to 4 in 12 Slopes to 8 in 12 Slopes to 12 in 12

16" o.c. 19.2" o.c. 24" o.c. 16" o.c. 19.2" o.c. 24" o.c. 16" o.c. 19.2" o.c. 24" o.c.

WSI-479 1/2" 20'– 8" (2) 19'– 5" (2) 17'– 11" (2) 19'– 6" (2) 18'– 4" (3) 16'– 11" (3) 18'– 1" (3) 17'– 0" (3) 15'– 9" (3)

11 7/8" 24'– 7" (2) 23'– 0" (2) 20'– 7" (2) 23'– 2" (3) 21'– 9" (3) 20'– 1" (3) 21'– 6" (3) 20'– 3" (3) 18'– 9" (3)

14" 27'– 6" (2) 25'– 1" (2) 22'– 5" (2) 26'– 3" (3) 24'– 6" (3) 21'– 4" (3) 24'– 5" (3) 22'– 11" (3) 20'– 0" (3)

WSI-7011 7/8" 26'– 8" (2) 25'– 0" (2) 23'– 2" (2) 25'– 2" (3) 23'– 7" (3) 21'– 10" (3) 23'– 4" (3) 21'– 11" (3) 20'– 4" (3)

14" 30'– 4" (2) 28'– 5" (2) 26'– 4" (3) 28'– 7" (3) 26'– 10" (3) 24'– 10" (3) 26'– 7" (3) 24'– 11" (3) 23'– 1" (3)

16" 33'– 7" (2) 31'– 6" (2) 28'– 11" (3) 31'– 8" (3) 29'– 9" (3) 27'– 7" (3) 29'– 5" (3) 27'– 8" (3) 25'– 7" (3)

WSI-9011 7/8" 30'– 7" (2) 28'– 9" (2) 26'– 7" (3) 28'– 10" (3) 27'– 1" (3) 25'– 1" (3) 26'– 10" (3) 25'– 2" (3) 23'– 4" (3)

14" 34'– 9" (2) 32'– 7" (2) 30'– 2" (3) 32'– 9" (3) 30'– 9" (3) 28'– 6" (3) 30'– 5" (3) 28'– 7" (3) 26'– 6" (3)

16" 38'– 6" (2) 36'– 1" (3) 33'– 5" (3) 36'– 4" (3) 34'– 1" (3) 31'– 7" (3) 33'– 8" (3) 31'– 8" (3) 29'– 4" (3)

ALLOWABLE SPANS FOR WSI-JOISTS – 40 PSF LIVE LOAD – 15 PSF DEAD LOADJoist

Series Joist DepthSimple Span

Slopes to 4 in 12 Slopes to 8 in 12 Slopes to 12 in 1216" o.c. 19.2" o.c. 24" o.c. 16" o.c. 19.2" o.c. 24" o.c. 16" o.c. 19.2" o.c. 24" o.c.

WSI-479 1/2" 19'– 4" (2) 18'– 1" (2) 16'– 5" (2) 18'– 3" (3) 17'– 2" (3) 15'– 10" (3) 17'– 0" (3) 16'– 0" (3) 14'– 9" (3)

11 7/8" 22'– 10" (2) 20'– 10" (2) 18'– 1" (2) 21'– 9" (3) 20'– 5" (3) 17'– 4" (3) 20'– 3" (3) 19'– 0" (3) 16'– 5" (3)

14" 24'– 10" (2) 22'– 8" (2) 18'– 4" (2) 24'– 5" (3) 22'– 1" (3) 17'– 8" (3) 22'– 11" (3) 20'– 11" (3) 16'– 9" (3)

WSI-7011 7/8" 24'– 11" (2) 23'– 4" (2) 21'– 7" (3) 23'– 7" (3) 22'– 1" (3) 20'– 6" (3) 22'– 0" (3) 20'– 8" (3) 19'– 1" (3)

14" 28'– 4" (2) 26'– 7" (2) 23'– 9" (3) 26'– 10" (3) 25'– 2" (3) 22'– 10" (3) 25'– 0" (3) 23'– 5" (3) 21'– 7" (3)

16" 31'– 4" (2) 29'– 5" (3) 23'– 9" (3) 29'– 8" (3) 27'– 10" (3) 22'– 10" (3) 27'– 8" (3) 26'– 0" (3) 21'– 7" (3)

WSI-9011 7/8" 28'– 7" (2) 26'– 10" (3) 24'– 10" (3) 27'– 0" (3) 25'– 5" (3) 23'– 6" (3) 25'– 2" (3) 23'– 8" (3) 21'– 11" (3)

14" 32'– 5" (3) 30'– 6" (3) 28'– 2" (3) 30'– 9" (3) 28'– 10" (3) 26'– 8" (3) 28'– 8" (3) 26'– 11" (3) 24'– 11" (3)

16" 35'– 11" (3) 33'– 9" (3) 28'– 8" (3) 34'– 0" (3) 31'– 11" (3) 27'– 7" (3) 31'– 8" (3) 29'– 9" (3) 26'– 1" (3)

See notes above.

1. Table values apply to uniformly loaded roof joists that are sloped at least ¼" in 12".2. Span is measured on the horizontal from face to face of supports.3. Table values do not account for stiffness added by glued or nailed sheathing.4. Provide at least 1¾" of bearing length at end supports and 3½" at intermediate supports.5. The numbers in parentheses refer to the minimum connection required at each support.

(1) Beveled plate and two nails (190 lbs. lateral capacity @ 115%), or joist hanger (2) Beveled plate and four nails (380 lbs. lateral capacity @ 115%), or (3) (3) Gussets at high support (1490 lbs. lateral capacity @ 115%), birdsmouth cut at low support, or (4) (4) Strap (1640 lbs. lateral capacity @ 115%) or pair of twist straps (950 lbs. lateral capacity each @ 115%) at high support, birdsmouth cut at low support

6. Provide lateral restraint at supports (e.g. blocking panels, rim board) and along the compression flange of each joist (e.g. roof sheathing, gypsum boarceiling).7. Consult a professional engineer to analyze conditions outside the scope of this table (e.g. different bearing conditions, concentrated loads, multiple span joists).

HOW TO USE ROOF SPAN TABLES1. Check the local building code for deflection requirements. Table values are limited to L/180 at total load and L/240 at live load.2. Choose the appropriate load duration category – 100% for heavy snow, 115% for snow or 125% for non-snow. When in doubt, consult the local building department.3. Choose the appropriate live and dead load combination, roof slope and a joist spacing.4. Scan down the spacing column to find a span that exceeds the horizontal design span and the minimum connection required at each support.5. Scan to the left from that span to determine the joist size required.6. Web stiffeners are required at all supports for 22" and 24" joists. See page 9.

WSI - JOIST

12

SIMPLE-SPAN JOIST | ALLOWABLE LOADS FOR WSI JOISTS (PLF)

ROOF LOADS

HOW TO USE ROOF LOAD TABLES1. Choose a joist spacing and convert the live and total design loads specified in pounds per square foot (psf) to joist loads in pounds per lineal foot (plf).

Joist Spacing (ft) x Design Load (psf) = Joist Load (plf).

Joist Spacing Design Load (psf)

(inches) (feet) 20 30 40 50 60 70 80 90 100

12 1 20 30 40 50 60 70 80 90 100

16 1.33 27 40 53 67 80 93 106 120 133

19.2 1.6 32 48 64 80 96 112 128 144 160

24 2 40 60 80 100 120 140 160 180 200

2. Check the local building code for deflection requirements. Building codes typically require L/180 for total load and L/240 for live load. The values in the Total columns are based on L/180.

JOIS

T SP

AN

(FT) WSI - 47

9 1/2" 11 7/8'' 14''

LIVE TOTAL LIVE TOTAL LIVE TOTAL

L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125%

6- – 288 331 360 – 291 335 364 – 296 340 370

7- – 247 284 308 – 249 287 312 – 254 292 317

8- – 216 248 270 – 218 251 273 – 222 255 277

9- – 192 221 240 – 194 223 242 – 197 227 247

10 – 173 199 216 – 175 201 218 – 178 204 222

11 – 157 180 196 – 159 183 198 – 161 186 202

12 – 144 165 180 – 145 167 182 – 148 170 185

13 – 133 153 166 – 134 154 168 – 137 157 171

14 146 123 142 154 – 125 143 156 – 127 146 159

15 120 115 132 144 – 116 134 145 – 118 136 148

16 100 103 118 129 – 109 125 136 – 111 128 139

17 84 91 105 112 – 103 118 128 – 104 120 131

18 72 81 93 95 117 97 112 121 – 99 113 123

19 61 73 82 82 100 92 106 115 – 93 107 117

20 87 84 97 106 – 89 102 111

21 75 77 88 96 – 85 97 106

22 66 70 80 87 94 81 93 101

23 58 64 73 77 83 76 87 95

24 74 70 80 87

25 65 64 74 80

26 58 59 68 74

27 52 55 63 69

28 47 51 59 63

29

30

31

32

WSI - 70

11 7/8’’ 14'' 16''


L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125%

– 381 439 477 – 381 439 477 – 381 439 477

– 327 376 409 – 327 376 409 – 327 376 409

– 286 329 358 – 286 329 358 – 286 329 358

– 254 292 318 – 254 292 318 – 254 292 318

– 229 263 286 – 229 263 286 – 229 263 286

– 208 239 260 – 208 239 260 – 208 239 260

– 191 219 238 – 191 219 238 – 191 219 238

– 176 202 220 – 176 202 220 – 176 202 220

– 163 188 204 – 163 188 204 – 163 188 204

– 153 175 191 – 153 175 191 – 153 175 191

– 143 164 179 – 143 164 179 – 143 164 179

– 135 155 168 – 135 155 168 – 135 155 168

146 127 146 159 – 127 146 159 – 127 146 159

126 120 139 151 – 120 139 151 – 120 139 151

109 114 132 143 – 114 132 143 – 114 132 143

95 109 125 126 – 109 125 136 – 109 125 136

83 104 111 111 119 104 120 130 – 104 120 130

73 97 97 97 105 99 114 124 – 99 114 124

93 95 110 119 – 95 110 119

83 92 105 111 111 92 105 114

74 88 99 99 99 88 101 110

67 85 89 89 89 85 97 106

60 80 80 80 80 82 94 102

73 79 91 97

66 76 88 88

60 74 80 80

55 71 73 73

13

Slope 2 ½ in 12 3 in 12 3 ½ in 12 4 in 12 4 ½ in 12 5 in 12 6 in 12 7 in 12 8 in 12 9 in 12 10 in 12 11 in 12 12 in 12

Factor 1.01 1.02 1.03 1.04 1.05 1.07 1.10 1.14 1.19 1.23 1.28 1.34 1.39

√

√ √

4. Choose a load duration category – 100% for heavy snow, 115% for snow and 125% for non-snow. When in doubt, consult the local building department.5. Scan across the Span row to find a joist size with sufficient Live and applicable Total load capabilities. Both requirements must be satisfied. When no value is show in a Live column, Total load governs.6. Sloping joists must be fastened to each support to resist a siding force equal to:

7. Web stiffeners are required at all supports for 22'' and 24'' joists. See page 9.

at ends supports and at intermediate supports

where X = roof slope in 12, L = span (ft) and W = S LL + , where S = joist spacing (ft), LL = live load (psf) and DL = dead load (psf) { }

√ √ √

√

√ √

JOIS

T SP

AN

(FT) WSI - 90

11 7/8’’ 14'' 16''


L/240 100% 115% 125% L/240 100% 115% 125% L/240 100% 115% 125%

6- – 460 529 575 – 460 529 575 – 460 529 575

7- – 395 454 493 – 395 454 493 – 395 454 493

8- – 345 397 432 – 345 397 432 – 345 397 432

9- – 307 353 384 – 307 353 384 – 307 353 384

10 – 276 318 345 – 276 318 345 – 276 318 345

11 – 251 289 314 – 251 289 314 – 251 289 314

12 – 230 265 288 – 230 265 288 – 230 265 288

13 – 212 244 266 – 212 244 266 – 212 244 266

14 – 197 227 247 – 197 227 247 – 197 227 247

15 – 184 212 230 – 184 212 230 – 184 212 230

16 – 173 199 216 – 173 199 216 – 173 199 216

17 – 162 187 203 – 162 187 203 – 162 187 203

18 – 153 176 192 – 153 176 192 – 153 176 192

19 – 145 167 182 – 145 167 182 – 145 167 182

20 161 138 159 173 – 138 159 173 – 138 159 173

21 140 132 151 164 – 132 151 164 – 132 151 164

22 123 126 144 157 – 126 144 157 – 126 144 157

23 108 120 138 144 – 120 138 150 – 120 138 150

24 138 115 132 144 – 115 132 144

25 123 110 127 138 – 110 127 138

26 110 106 122 133 – 106 122 133

27 98 102 118 128 – 102 118 128

28 89 99 113 118 119 99 113 123

29 107 95 110 119

30 97 92 106 115

31 89 89 102 111

32 81 86 99 108

WSI - JOIST

3. Choose a span. Use the horizontal span dimension from the building plans for roofs that slope up to 2" in 12". For roof slopes greater than 2'' in 12'', multiply the horizontal dimension by the appropriate factor from the table below.

14

WS-LAM LVL HEADERS & BEAMSICBO ES ER-5598 | HUD MR 1310 | DSA PA-123 | LAC RR25448 | CCMC 13006-R

WS-LAM DESIGN PROPERTIES

1.5E WS-Lam LVL Allowable Design Stresses(1)

Modulus of Elasticity E = 1,500,000 psi(2)

Bending Fb = 2,250 psi(3)(4)

Horizontal Shear (joist) Fv = 230 psi

Compression Perpendicular to Grain (joist) Fc = 750 psi(2)

1½" X 1.5E WS-LAM LVL ALLOWABLE DESIGN PROPERTIES

WS-Lam LVL

Depth

Maximum Vertical Shear (lbs)

Maximum Bending Moment

(lbs)El

(x 106 lbs-in2)

Weight (plf)

100% 115% 125% 100% 115% 125%

3 ½" 805 926 1006 735 845 918 8 1.40

7 ¼" 1668 1918 2084 2725 3134 3406 71 2.90

1½" X 1.5E WS-LAM LVL AVAILABLE SIZES (INCHES): 7¼"3½"

1½" X 2.0E WS-LAM LVL ALLOWABLE DESIGN PROPERTIES

WS-Lam LVL

Depth



(lbs)El

(x 106 lbs-in2)

Weight (plf)

100% 115% 125% 100% 115% 125%

11 7/8" 3384 3892 4230 9126 10495 11408 419 4.74

5 ½'' 1568 1803 1959 2284 2626 2854 42 2.20






1½" X 2.0E WS-LAM LVL AVAILABLE SIZES (INCHES):

5½" 117/8"

(1) Values apply to dry service conditions.

(2) Do not adjust for load duration.

(3) May be adjusted by (12/d)1/5 where d is the depth of member (inches).

(4) May be adjusted by 1.04 for repetitive members as define in ANSI/AWC NDS.

1¾" X 2.0E WS-LAM LVL ALLOWABLE DESIGN PROPERTIES

WS-Lam LVL

Depth



(lbs)El

(x 106 lbs-in2)

Weight (plf)

100% 115% 125% 100% 115% 125%

7 ¼" 2411 2772 3013 4380 5037 5475 111 3.38

9 ½" 3159 3633 3948 7125 8194 8907 250 4.43

11 7/8" 3948 4541 4936 10647 12245 13309 488 5.53

14" 4655 5353 5819 14320 16468 17900 800 6.52

16" 5320 6118 6650 18210 20942 22763 1195 7.45

18" 5985 6883 7481 22511 25888 28139 1701 8.38

23 7/8" 7938 9129 9923 37428 43043 46786 3969 11.12






1¾" X 2.0E WS-LAM LVL AVAILABLE SIZES (INCHES):

7¼" 9½" 117/8" 14" 16" 18" 237/8"

15

1¾" X 2.0E WS-LAM LVL ALLOWABLE DESIGN PROPERTIES

WS-Lam LVL

Depth



(lbs)El

(x 106 lbs-in2)

Weight (plf)

100% 115% 125% 100% 115% 125%

7 ¼" 2411 2772 3013 4380 5037 5475 111 3.38

9 ½" 3159 3633 3948 7125 8194 8907 250 4.43

11 7/8" 3948 4541 4936 10647 12245 13309 488 5.53

14" 4655 5353 5819 14320 16468 17900 800 6.52

16" 5320 6118 6650 18210 20942 22763 1195 7.45

18" 5985 6883 7481 22511 25888 28139 1701 8.38

23 7/8" 7938 9129 9923 37428 43043 46786 3969 11.12

1¾" X 2.0E WS-LAM LVL AVAILABLE SIZES (INCHES):

ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 1¾" 2.0E WS-LAM LVL Span (ft) Key

One 1 ¾" 2.0E WS-Lam LVL Two 1 ¾" 2.0E WS-Lam LVL Three 1 ¾" 2.0E WS-Lam LVL9 ½" 11 7/8" 14" 9 ½" 11 7/8" 14" 16" 18" 9 ½" 11 7/8" 14" 16" 18"

6LL - - - - - - - - - - - - -TL 1063 1425 1796 2127 2850 3591 4388 5304 3190 4275 5387 6582 7955

BRG 2.2 / 5.4 2.9 / 7.2 3.6 / 9.1 2.2 / 5.4 2.9 / 7.2 3.6 / 9.1 4.4 / 11.1 5.4 / 13.4 2.2 / 5.4 2.9 / 7.2 3.6 / 9.1 4.4 / 11.1 5.4 / 13.4

7LL - - - - - - - - - - - - -TL 877 1161 1445 1754 2322 2889 3484 4147 2632 3483 4334 5225 6221

BRG 2.1 / 5.2 2.7 / 6.9 3.4 / 8.5 2.1 / 5.2 2.7 / 6.9 3.4 / 8.5 4.1 / 10.3 4.9 / 12.2 2.1 / 5.2 2.7 / 6.9 3.4 / 8.5 4.1 / 10.3 4.9 / 12.2

8LL 724 - - 1447 - - - - 2171 - - - -TL 746 979 1208 1493 1958 2416 2887 3404 2239 2937 3624 4331 5105

BRG 2 / 5 2.6 / 6.6 3.3 / 8.2 2 / 5 2.6 / 6.6 3.3 / 8.2 3.9 / 9.8 4.6 / 11.5 2 / 5 2.6 / 6.6 3.3 / 8.2 3.9 / 9.8 4.6 / 11.5

9LL 508 - - 1016 - - - - 1525 - - - -TL 649 846 1038 1298 1693 2075 2465 2885 1948 2539 3113 3697 4328

BRG 2 / 4.9 2.6 / 6.4 3.2 / 7.9 2 / 4.9 2.6 / 6.4 3.2 / 7.9 3.8 / 9.4 4.4 / 11 2 / 4.9 2.6 / 6.4 3.2 / 7.9 3.8 / 9.4 4.4 / 11

10LL 370 724 - 741 1447 - - - 1111 2171 - - -TL 551 745 909 1103 1490 1819 2150 2504 1654 2236 2728 3224 3755

BRG 1.9 / 4.7 2.5 / 6.3 3.1 / 7.7 1.9 / 4.7 2.5 / 6.3 3.1 / 7.7 3.6 / 9.1 4.2 / 10.6 1.9 / 4.7 2.5 / 6.3 3.1 / 7.7 3.6 / 9.1 4.2 / 10.6

11LL 278 544 - 557 1087 - - - 835 1631 - - -TL 413 665 809 826 1331 1618 1905 2211 1240 1996 2427 2858 3316

BRG 1.5 / 3.9 2.5 / 6.2 3 / 7.5 1.5 / 3.9 2.5 / 6.2 3 / 7.5 3.5 / 8.9 4.1 / 10.3 1.5 / 3.9 2.5 / 6.2 3 / 7.5 3.5 / 8.9 4.1 / 10.3

12LL 214 419 686 429 837 1372 - - 643 1256 2058 - -TL 317 586 729 635 1172 1457 1711 1979 952 1758 2186 2566 2968

BRG 1.5 / 3.2 2.4 / 6 3 / 7.4 1.5 / 3.2 2.4 / 6 3 / 7.4 3.5 / 8.7 4 / 10.1 1.5 / 3.2 2.4 / 6 3 / 7.4 3.5 / 8.7 4 / 10.1

13LL 169 329 540 337 659 1079 - - 506 988 1619 - -TL 249 489 663 497 977 1325 1552 1790 746 1466 1988 2328 2686

BRG 1.5 / 3 2.2 / 5.4 2.9 / 7.3 1.5 / 3 2.2 / 5.4 2.9 / 7.3 3.4 / 8.6 3.9 / 9.9 1.5 / 3 2.2 / 5.4 2.9 / 7.3 3.4 / 8.6 3.9 / 9.9

14LL 135 264 432 270 527 864 1290 - 405 791 1296 1935 -TL 198 390 578 396 780 1156 1420 1635 595 1170 1734 2130 2452

BRG 1.5 / 3 1.9 / 4.7 2.8 / 6.9 1.5 / 3 1.9 / 4.7 2.8 / 6.9 3.4 / 8.4 3.9 / 9.7 1.5 / 3 1.9 / 4.7 2.8 / 6.9 3.4 / 8.4 3.9 / 9.7

15LL 110 214 351 220 429 703 1049 1493 329 643 1054 1573 2240TL 160 316 503 321 632 1006 1280 1504 481 949 1508 1921 2255

BRG 1.5 / 3 1.6 / 4.1 2.6 / 6.4 1.5 / 3 1.6 / 4.1 2.6 / 6.4 3.3 / 8.2 3.8 / 9.6 1.5 / 3 1.6 / 4.1 2.6 / 6.4 3.3 / 8.2 3.8 / 9.6

16LL 90 177 289 181 353 579 864 1230 271 530 868 1296 1846TL 131 260 428 263 519 856 1124 1391 394 779 1284 1685 2086

BRG 1.5 / 3 1.5 / 3.6 2.3 / 5.8 1.5 / 3 1.5 / 3.6 2.3 / 5.8 3.1 / 7.7 3.8 / 9.5 1.5 / 3 1.5 / 3.6 2.3 / 5.8 3.1 / 7.7 3.8 / 9.5

17LL 75 147 241 151 295 483 720 1026 226 442 724 1081 1539TL 109 216 356 218 431 711 994 1230 326 647 1067 1490 1845

BRG 1.5 / 3 1.5 / 3.2 2.1 / 5.2 1.5 / 3 1.5 / 3.2 2.1 / 5.2 2.9 / 7.2 3.6 / 8.9 1.5 / 3 1.5 / 3.2 2.1 / 5.2 2.9 / 7.2 3.6 / 8.9

18LL 64 124 203 127 248 407 607 864 191 372 610 910 1296TL 91 181 299 182 361 597 885 1095 273 542 896 1327 1643

BRG 1.5 / 3 1.5 / 3 1.8 / 4.6 1.5 / 3 1.5 / 3 1.8 / 4.6 2.7 / 6.8 3.4 / 8.4 1.5 / 3 1.5 / 3 1.8 / 4.6 2.7 / 6.8 3.4 / 8.4

19LL 54 105 173 108 211 346 516 735 162 316 519 774 1102TL 77 153 253 153 306 506 760 981 230 459 759 1139 1472

BRG 1.5 / 3 1.5 / 3 1.7 / 4.1 1.5 / 3 1.5 / 3 1.7 / 4.1 2.5 / 6.2 3.2 / 8 1.5 / 3 1.5 / 3 1.7 / 4.1 2.5 / 6.2 3.2 / 8

20LL 90 148 181 296 442 630 271 445 664 945TL 130 216 261 432 649 884 391 648 974 1326

BRG 1.5 / 3 1.5 / 3.7 1.5 / 3 1.5 / 3.7 2.2 / 5.6 3 / 7.6 1.5 / 3 1.5 / 3.7 2.2 / 5.6 3 / 7.6

21LL 78 128 156 256 382 544 234 384 573 816TL 112 186 224 371 559 800 335 557 838 1200

BRG 1.5 / 3 1.5 / 3.4 1.5 / 3 1.5 / 3.4 2 / 5.1 2.9 / 7.2 1.5 / 3 1.5 / 3.4 2 / 5.1 2.9 / 7.2

22LL 68 111 136 223 332 473 204 334 499 710TL 97 161 193 321 484 694 290 482 726 1040

BRG 1.5 / 3 1.5 / 3.1 1.5 / 3 1.5 / 3.1 1.8 / 4.6 2.6 / 6.6 1.5 / 3 1.5 / 3.1 1.8 / 4.6 2.6 / 6.6

23LL 59 97 119 195 291 414 178 292 436 621TL 84 140 168 280 422 605 251 419 633 907

BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.5 / 3 1.7 / 4.2 2.4 / 6 1.5 / 3 1.5 / 3 1.7 / 4.2 2.4 / 6

24LL 86 172 256 365 257 384 547TL 122 245 370 530 367 554 796

BRG 1.5 / 3 1.5 / 3 1.5 / 3.9 2.2 / 5.5 1.5 / 3 1.5 / 3.9 2.2 / 5.5

25LL 76 152 227 323 228 340 484TL 107 215 325 467 322 488 701

BRG 1.5 / 3 1.5 / 3 1.5 / 3.6 2 / 5.1 1.5 / 3 1.5 / 3.6 2 / 5.1

26LL 67 135 201 287 202 302 430TL 95 190 288 414 284 431 621

BRG 1.5 / 3 1.5 / 3 1.5 / 3.3 1.9 / 4.7 1.5 / 3 1.5 / 3.3 1.9 / 4.7

27LL 60 120 180 256 181 270 384TL 84 168 255 368 252 383 552

BRG 1.5 / 3 1.5 / 3 1.5 / 3.1 1.7 / 4.4 1.5 / 3 1.5 / 3.1 1.7 / 4.4

28LL 54 108 161 230 162 242 344TL 75 149 227 328 224 341 492

BRG 1.5 / 3 1.5 / 3 1.5 / 3 1.6 / 4.1 1.5 / 3 1.5 / 3 1.6 / 4.1

29LL 145 207 218 310TL 203 294 305 440

BRG 1.5 / 3 1.5 / 3.8 1.5 / 3 1.5 / 3.8

30LL 131 187 197 280TL 182 264 273 395

BRG 1.5 / 3 1.5 / 3.5 1.5 / 3 1.5 / 3.5

2.0E ALLOWABLE UNIFORM LOADS FLOOR 100%

*Can be applied to the beam in addition to its own weight. Simple or multiple beam spans.Key to Table: LL = Maximum live load – limits deflection to L/360 TL = Maximum total load – limits deflections to L/240 (or a maximum of 0.3125" for beams 7¼" deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi.

WS-LAM

16

2.0E ALLOWABLE UNIFORM LOADS ROOF SNOW 115%ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 1¾" 2.0E WS-LAM LVL

Span (ft) KeyOne 1 ¾" 2.0E WS-Lam LVL Two 1 ¾" 2.0E WS-Lam LVL Three 1 ¾" 2.0E WS-Lam LVL

9 ½" 11 7/8" 14" 9 ½" 11 7/8" 14" 16" 18" 9 ½" 11 7⁄8" 14" 16" 18"

6LL - - - - - - - - - - - - -TL 1224 1640 2066 2447 3279 4132 5049 6102 3671 4919 6198 7573 9152

BRG 2.5 / 6.2 3.3 / 8.3 4.2 / 10.4 2.5 / 6.2 3.3 / 8.3 4.2 / 10.4 5.1 / 12.8 6.2 / 15.4 2.5 / 6.2 3.3 / 8.3 4.2 / 10.4 5.1 / 12.8 6.2 / 15.4

7LL - - - - - - - - - - - - -TL 1009 1336 1662 2019 2672 3324 4008 4772 3028 4008 4987 6012 7157

BRG 2.4 / 6 3.2 / 7.9 3.9 / 9.8 2.4 / 6 3.2 / 7.9 3.9 / 9.8 4.7 / 11.8 5.6 / 14.1 2.4 / 6 3.2 / 7.9 3.9 / 9.8 4.7 / 11.8 5.6 / 14.1

8LL - - - - - - - - - - - - -TL 859 1127 1390 1718 2254 2780 3323 3917 2577 3380 4170 4984 5875

BRG 2.3 / 5.8 3 / 7.6 3.8 / 9.4 2.3 / 5.8 3 / 7.6 3.8 / 9.4 4.5 / 11.2 5.3 / 13.2 2.3 / 5.8 3 / 7.6 3.8 / 9.4 4.5 / 11.2 5.3 / 13.2

9LL - - - - - - - - - - - - -TL 747 974 1194 1494 1948 2389 2837 3321 2242 2922 3583 4255 4981

BRG 2.3 / 5.7 3 / 7.4 3.6 / 9.1 2.3 / 5.7 3 / 7.4 3.6 / 9.1 4.3 / 10.8 5 / 12.6 2.3 / 5.7 3 / 7.4 3.6 / 9.1 4.3 / 10.8 5 / 12.6

10LL 556 - - 1111 - - - - 1667 - - - -TL 651 858 1047 1302 1716 2093 2474 2882 1954 2573 3140 3711 4322

BRG 2.2 / 5.5 2.9 / 7.3 3.5 / 8.8 2.2 / 5.5 2.9 / 7.3 3.5 / 8.8 4.2 / 10.5 4.9 / 12.2 2.2 / 5.5 2.9 / 7.3 3.5 / 8.8 4.2 / 10.5 4.9 / 12.2

11LL 418 - - 835 - - - - 1253 - - - -TL 537 766 931 1075 1532 1863 2193 2545 1612 2298 2794 3290 3817

BRG 2 / 5 2.9 / 7.1 3.5 / 8.7 2 / 5 2.9 / 7.1 3.5 / 8.7 4.1 / 10.2 4.7 / 11.8 2 / 5 2.9 / 7.1 3.5 / 8.7 4.1 / 10.2 4.7 / 11.8

12LL 322 628 - 643 1256 - - - 965 1884 - - -TL 424 675 839 849 1350 1678 1970 2278 1273 2025 2517 2954 3417

BRG 1.7 / 4.3 2.7 / 6.9 3.4 / 8.5 1.7 / 4.3 2.7 / 6.9 3.4 / 8.5 4 / 10 4.6 / 11.6 1.7 / 4.3 2.7 / 6.9 3.4 / 8.5 4 / 10 4.6 / 11.6

13LL 253 494 - 506 988 - - - 759 1482 - - -TL 333 574 763 666 1148 1526 1787 2061 999 1723 2289 2681 3092

BRG 1.5 / 3.7 2.5 / 6.3 3.4 / 8.4 1.5 / 3.7 2.5 / 6.3 3.4 / 8.4 3.9 / 9.8 4.5 / 11.3 1.5 / 3.7 2.5 / 6.3 3.4 / 8.4 3.9 / 9.8 4.5 / 11.3

14LL 203 396 648 405 791 1296 - - 608 1187 1944 - -TL 266 494 666 531 989 1332 1635 1882 797 1483 1997 2453 2823

BRG 1.5 / 3.2 2.4 / 5.9 3.2 / 7.9 1.5 / 3.2 2.4 / 5.9 3.2 / 7.9 3.9 / 9.7 4.5 / 11.2 1.5 / 3.2 2.4 / 5.9 3.2 / 7.9 3.9 / 9.7 4.5 / 11.2

15LL 165 322 527 329 643 1054 - - 494 965 1581 - -TL 215 423 579 430 847 1158 1475 1732 646 1270 1737 2212 2597

BRG 1.5 / 3 2.2 / 5.4 3 / 7.4 1.5 / 3 2.2 / 5.4 3 / 7.4 3.8 / 9.4 4.4 / 11 1.5 / 3 2.2 / 5.4 3 / 7.4 3.8 / 9.4 4.4 / 11

16LL 136 265 434 271 530 868 - - 407 795 1303 - -TL 177 348 508 353 696 1016 1294 1602 530 1044 1525 1941 2402

BRG 1.5 / 3 1.9 / 4.8 2.8 / 6.9 1.5 / 3 1.9 / 4.8 2.8 / 6.9 3.5 / 8.8 4.4 / 10.9 1.5 / 3 1.9 / 4.8 2.8 / 6.9 3.5 / 8.8 4.4 / 10.9

17LL 113 221 362 226 442 724 1081 - 339 663 1086 1621 -TL 146 289 449 293 578 899 1145 1417 439 867 1348 1717 2125

BRG 1.5 / 3 1.7 / 4.2 2.6 / 6.5 1.5 / 3 1.7 / 4.2 2.6 / 6.5 3.3 / 8.3 4.1 / 10.2 1.5 / 3 1.7 / 4.2 2.6 / 6.5 3.3 / 8.3 4.1 / 10.2

18LL 95 186 305 191 372 610 910 - 286 558 915 1366 -TL 123 243 400 245 485 800 1020 1262 368 728 1201 1529 1893

BRG 1.5 / 3 1.5 / 3.8 2.5 / 6.2 1.5 / 3 1.5 / 3.8 2.5 / 6.2 3.1 / 7.8 3.9 / 9.7 1.5 / 3 1.5 / 3.8 2.5 / 6.2 3.1 / 7.8 3.9 / 9.7

19LL 81 158 259 162 316 519 774 1102 243 475 778 1161 1653TL 104 206 339 207 411 679 914 1131 311 617 1018 1370 1696

BRG 1.5 / 3 1.5 / 3.4 2.2 / 5.5 1.5 / 3 1.5 / 3.4 2.2 / 5.5 3 / 7.4 3.7 / 9.2 1.5 / 3 1.5 / 3.4 2.2 / 5.5 3 / 7.4 3.7 / 9.2

20LL 136 222 271 445 664 945 407 667 996 1418TL 175 290 351 580 823 1019 526 870 1235 1529

BRG 1.5 / 3 2 / 5 1.5 / 3 2 / 5 2.8 / 7 3.5 / 8.7 1.5 / 3 2 / 5 2.8 / 7 3.5 / 8.7

21LL 117 192 234 384 573 816 352 576 860 1224TL 151 250 302 499 745 923 453 749 1118 1384

BRG 1.5 / 3 1.8 / 4.5 1.5 / 3 1.8 / 4.5 2.7 / 6.7 3.3 / 8.3 1.5 / 3 1.8 / 4.5 2.7 / 6.7 3.3 / 8.3

22LL 102 167 204 334 499 710 306 501 748 1065TL 131 216 261 433 650 839 392 649 975 1259

BRG 1.5 / 3 1.6 / 4.1 1.5 / 3 1.6 / 4.1 2.5 / 6.1 3.2 / 7.9 1.5 / 3 1.6 / 4.1 2.5 / 6.1 3.2 / 7.9

23LL 89 146 178 292 436 621 268 439 655 932TL 114 189 227 377 567 767 341 566 851 1150

BRG 1.5 / 3 1.5 / 3.8 1.5 / 3 1.5 / 3.8 2.2 / 5.6 3 / 7.6 1.5 / 3 1.5 / 3.8 2.2 / 5.6 3 / 7.6

24LL 129 257 384 547 386 576 820TL 165 330 498 703 496 746 1054

BRG 1.5 / 3.5 1.5 / 3.5 2.1 / 5.2 2.9 / 7.3 1.5 / 3.5 2.1 / 5.2 2.9 / 7.3

25LL 114 228 340 484 341 510 726TL 145 291 439 629 436 658 943

BRG 1.5 / 3.2 1.5 / 3.2 1.9 / 4.8 2.7 / 6.8 1.5 / 3.2 1.9 / 4.8 2.7 / 6.8

26LL 101 202 302 430 304 453 645TL 129 257 388 557 386 582 836

BRG 1.5 / 3 1.5 / 3 1.8 / 4.4 2.5 / 6.3 1.5 / 3 1.8 / 4.4 2.5 / 6.3

27LL 90 181 270 384 271 405 576TL 114 228 345 496 342 518 744

BRG 1.5 / 3 1.5 / 3 1.6 / 4.1 2.3 / 5.8 1.5 / 3 1.6 / 4.1 2.3 / 5.8

28LL 81 162 242 344 243 363 517TL 102 203 308 443 305 462 664

BRG 1.5 / 3 1.5 / 3 1.5 / 3.8 2.2 / 5.4 1.5 / 3 1.5 / 3.8 2.2 / 5.4

29LL 218 310 327 465TL 276 397 414 595

BRG 1.5 / 3.5 2 / 5 1.5 / 3.5 2 / 5

30LL 197 280 295 420TL 248 357 371 535

BRG 1.5 / 3.3 1.9 / 4.7 1.5 / 3.3 1.9 / 4.7

*Can be applied to the beam in addition to its own weight. Simple or multiple beam spans.Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 (or a maximum of 0.3125" for beams 7¼" deep or less) BRG = Required end / intermediate bearing length (inches), based on bearing stress of 850 psi.

17

2.0E ALLOWABLE UNIFORM LOADS ROOF SNOW 115%ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 1¾" 2.0E WS-LAM LVL

Span (ft) KeyOne 1 ¾" 2.0E WS-Lam LVL Two 1 ¾" 2.0E WS-Lam LVL Three 1 ¾" 2.0E WS-Lam LVL

9 ½" 11 7/8" 14" 9 ½" 11 7/8" 14" 16" 18" 9 ½" 11 7⁄8" 14" 16" 18"

6LL - - - - - - - - - - - - -TL 1224 1640 2066 2447 3279 4132 5049 6102 3671 4919 6198 7573 9152

BRG 2.5 / 6.2 3.3 / 8.3 4.2 / 10.4 2.5 / 6.2 3.3 / 8.3 4.2 / 10.4 5.1 / 12.8 6.2 / 15.4 2.5 / 6.2 3.3 / 8.3 4.2 / 10.4 5.1 / 12.8 6.2 / 15.4

7LL - - - - - - - - - - - - -TL 1009 1336 1662 2019 2672 3324 4008 4772 3028 4008 4987 6012 7157

BRG 2.4 / 6 3.2 / 7.9 3.9 / 9.8 2.4 / 6 3.2 / 7.9 3.9 / 9.8 4.7 / 11.8 5.6 / 14.1 2.4 / 6 3.2 / 7.9 3.9 / 9.8 4.7 / 11.8 5.6 / 14.1

8LL - - - - - - - - - - - - -TL 859 1127 1390 1718 2254 2780 3323 3917 2577 3380 4170 4984 5875

BRG 2.3 / 5.8 3 / 7.6 3.8 / 9.4 2.3 / 5.8 3 / 7.6 3.8 / 9.4 4.5 / 11.2 5.3 / 13.2 2.3 / 5.8 3 / 7.6 3.8 / 9.4 4.5 / 11.2 5.3 / 13.2

9LL - - - - - - - - - - - - -TL 747 974 1194 1494 1948 2389 2837 3321 2242 2922 3583 4255 4981

BRG 2.3 / 5.7 3 / 7.4 3.6 / 9.1 2.3 / 5.7 3 / 7.4 3.6 / 9.1 4.3 / 10.8 5 / 12.6 2.3 / 5.7 3 / 7.4 3.6 / 9.1 4.3 / 10.8 5 / 12.6

BEARING DETAILSB1 - BEAM-TO-BEAM CONNECTIONMake sure hanger capacity is appropriate for each application. Hangers must be properly installed to accommodate full capacity.

B2 - BEARING ON WOOD COLUMNVerify the required bearing area and the ability of the supporting column member to provide adequate strength.

B3 - BEARING ON STEEL COLUMNVerify the required bearing area and the ability of the supporting column member to provide adequate strength.

B4 - BEARING ON EXTERIOR WALLPrevent direct contact of WS-Lam with concrete. Consult local building code for requirements.

B5 - FOR DOOR / WINDOW HEADER 1-STORY TYPICAL

B6 - FOR DOOR / WINDOW HEADER 2-STORY TYPICALSee "Bearing Length Requirements" below.

FOR MULTIPLE-PLY WS-LAM LVL BEAM ASSEMBLY CONDITIONS AND FASTENING RECOMMENDATIONS, SEE NEXT PAGE.

BEARING LENGTH REQUIREMENTSWS-LAM BEARING LENGTH REQUIREMENTS

Support Material

S-P-F (South) Hem-Fir (North)(5)

Hem-Fir S-P-F(5)

Southern Pine Douglas Fir – Larch(5)

1.5E WS-Lam(6)

2.0E WS-Lam(6)

Fc (psi) 335 405 565 575 850

Beam Width (in) 1 ¾" 3 ½" 1 ¾" 3 ½" 1 ¾" 3 ½" 1 ¾" 3 ½" 1 ¾" 3 ½"

Rea

ctio

n (x

100

0 lb

s)

1 3" 1 ½" 1 ½" 1 ½" 1 ½" 1 ½" 1 ½" 1 ½" 1 ½" 1 ½"2 3 ½" 3" 3" 1 ½" 3" 1 ½" 3" 3" 1 ½" 1 ½"3 5 ½" 3" 4 ½" 3" 3 ½" 3" 4 ½" 3" 3" 1 ½"4 7 ¼" 3 ½" 6" 3" 4 ½" 3" 6" 4 ½" 3" 1 ½"5 9 ¼" 4 ½" 7 ¼" 4 ½" 5 ½" 3" 7 ½" 5 ½" 3 ½" 3"6 5 ½" 9 ¼" 4 ½" 7 ¼" 3 ½" 9" 6" 4 ½" 3"7 6" 5 ½" 7 ¼" 4 ½" 7 ½" 5 ½" 3"8 7 ¼" 6" 9 ¼" 4 ½" 9" 5 ½" 3"9 9 ¼" 7 ¼" 9 ¼" 5 ½" 9" 7 ½" 3 ½"

10 9 ¼" 7 ¼" 5 ½" 7 ½" 3 ½"11 9 ¼" 6" 7 ½" 4 ½"

1. The minimum required bearing length is 1½".2. Duration of load factors may not be applied to bearing length requirements.3. All WS-Lam beams require support across their full width.4. All WS-Lam beams require lateral support at bearing points.5. Use these values when the WS-Lam beam is supported by a wall plate, sill

plate, timber or built-up girder.

6. Use these values when the WS-Lam beam is supported by the end of a column or connection hardware.

7. The support member must be sized to carry the load from the WS-Lam beam.

WS-LAM BEARING LENGTH REQUIREMENTSSupport Material

S-P-F (South) Hem-Fir (North)(5)

Hem-Fir S-P-F(5)

Southern Pine Douglas Fir – Larch(5)

1.5E WS-Lam(6)

2.0E WS-Lam(6)

Fc (psi) 335 405 565 575 850

Beam Width (in) 1 ¾" 3 ½" 1 ¾" 3 ½" 1 ¾" 3 ½" 1 ¾" 3 ½" 1 ¾" 3 ½"

Rea

ctio

n (x

100

0 lb

s)

12 9 ¼" 7 ¼" 9" 4 ½"13 9 ¼" 7 ¼" 9" 4 ½"14 7 ¼" 5 ½"15 9 ¼" 5 ½"16 9 ¼" 5 ½"17 9 ¼" 6"18 9 ¼" 7 ½"19 7 ½"20 7 ½"21 7 ½"22 7 ½"23 9"Continued in next chart

HOLE DETAILS

¹⁄₄ Span ¹⁄₃ Span

See note 4

End support Interior support

¹⁄₃ depth

¹⁄₃ depth

¹⁄₃ depth

HOLES IN WS-LAM BEAMS1. This detail applies only to uniformly loaded, simple and multiple span

beams. Cantilevered beams and beams that carry concentrated loads are outside the scope of this detail.

2. Square and rectangular holes are not permitted.3. Round holes may be drilled or cut with a hole saw anywhere within the

shaded area of the beam.4. The horizontal distance between adjacent holes must be at least two times

the size of the larger hole. This restriction also applies to the location of access holes relative to bolt holes in multi-ply beams.

5. Do not drill more than three access holes in any four foot long section of beam.

6. The maximum round hole diameter permitted is:

WS-Lam Beam Depth 5 ½" 7 ¼" 9 ½" to 24"Maximum Hole Diameter 1 1/8" 1 ½" 2"

7. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction.

8. Beams deflect under load. Size holes to provide clearance where required.

See "Bearing Length Requirements" below.

WS-LAM

18

MULTIPLE-PLY WS-LAM BEAM ASSEMBLYCOMBINATIONS OF 1¾" AND 3½" PLIES

2 pieces 1C\v” 2 pieces 1C\v”1 piece 3Z\x”

4 pieces 1C\v”

2”

2”

3 pieces 1C\v” 1 piece 1C\v”1 piece 3Z\x”

2”

2 pieces 3Z\x”

2”

CONDITION A CONDITION B CONDITION C CONDITION D CONDITION E

2 pieces 1¾" 3 pieces 1¾" 1 piece 1¾"1 piece 3½"

2 pieces 1¾"1 piece 3½"

4 pieces 1¾" 2 pieces 3½"

Nail Spacing Bolt Spacing

2” min.

2” min.

Stagger rows of bolts

1¾" AND 3½" PLIES—MAXIMUM UNIFORM SIDE LOAD (PLF)

Condition3 ½" x 0.131" Nails 16d Common Nails ½" Bolts

2 Rows at 12" o.c.

3 Rows at 12" o.c.

2 Rows at 12" o.c.

3 Rows at 12" o.c.

2 Rows at 24" o.c.

2 Rows at 12" o.c.

3 Rows at 12" o.c.

Condition A (2 – 1 ¾") 390 585 565 845 510 1015 1520

Condition B (3 – 1 ¾" OR 1 – 1 ¾" + 1 – 3 ½") 290 435 425 635 380 765 1145

Condition C (2 – 1 ¾" + 1 – 3 ½") 260 390 375 565 465 930 1395

Condition D (4 – 1 ¾") use bolts for this condition 340 680 1015

Condition E (2 – 3 ½") use bolts for this condition 860 1720 2580

1. Minimum fastener schedule for smaller side loads and top-loaded beams:

Conditions A, B & C, beams 12" deep or less: 2 rows 3½" x 0.131" at 12" o.c.

Conditions A, B & C, beams deeper than 12": 3 rows 3½" x 0.131" at 12" o.c.

Conditions D & E, all beam depths: 2 rows ½" bolts at 24" o.c.

2. The table values for nails may be doubled for 6" o.c. and tripled for 4" o.c. nail spacings.

3. The nail schedules shown apply to both sides of a three-ply beam.

4. The table values apply to common bolts that conform to ANSI/ASME Standard B18.2.1-1981. A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2" for ½" bolts. Bolt holes shall be the same diameter as the bolt.

5. 7" wide beams must be loaded from both sides and/or top loaded.

6. Beams wider than 7" must be designed by the engineer of record.

7. Load duration factors may be applied to the table values.

EXAMPLE: THREE 1¾" PLIES LOADED FROM BOTH SIDES AND ABOVE (CONDITION B) 1. Use allowable load tables or sizing software to size the beam to carry a total

load of (300 + 610 + 550) = 1460 plf.2. Refer to the Condition B row in the table. Scan across the row from left to

right for a table value greater than 550 plf, which is the greatest side load carried by the beam. The fourth value in the row indicates that 3 rows of 16d common nails at 12" o.c. will accommodate a side load of 635 plf which is greater than the 550 plf required. Use 3 rows of 16d common nails at 12" o.c., from both sides, to assemble the beam.

550 plf

610 plf

300 plf

HOW TO USE THE MAXIMUM UNIFORM SIDE-LOAD TABLE

2"

2"

2"

2"

2" min.

2" min.

19

NOTCHED & TAPERED LVL BEAMS & GLULAM BEAMS

VERTICAL HOLES FOR GLULAM BEAMS

Field Notching and Drilling of Laminated Veneer Lumber

Form No. EWS G535A ■ © 2010 APA – The Engineered Wood Association ■ www.apawood.org

2

FIGURE 1

SHEAR DESIGN EQUATIONS FOR NOTCHED AND TAPERED LVL BEAMS

(a) Square End Bearing

Compression side

fv = 3V2bd

(b) Slope End Bearing

Compression side

fv = 3V2bd

(c) Sloped End Cut for Roof Drainage

Maximum 1/3of the span

Maximum 1/3 of the span

(d) Compression-side Notch

de ≥ 0.6dde ≥ 0.6d

0.4dmax.

e

When e > de, fv = 2bde

3V When e > de, fv = 2bde

3V

fv = shear stress (psi) V = shear force at notch location (lbf) b = width of beam (in.)d = depth of beam (in.) de = effective depth as shown (in.) e = length of notch as shown (in.)

(e) Tension-side Notch

3V2bde de

d( )fv =2

de ≥ 0.9d

0.1dmax.

3V = 2b d –

(d – de)ede

When e ≤ de, fv3V =

2b d – (d – de)ede

When e ≤ de, fv

d d

dd

e

d

Form No. EWS S560G ■ © 2010 APA – The Engineered Wood Association ■ www.apawood.org

3Field Notching and Drilling of Glued Laminated Timber Beams

FIGURE 2

SHEAR DESIGN EQUATIONS FOR NOTCHED AND TAPERED BEAMS


Compression side

fv = 3V2bd


Compression side

fv = 3V2bd

d

fv = shear stress (psi) V = shear force at notch location (lb) b = width of beam (in.)d = depth of beam (in.) de = effective depth as shown (in.) e = length of notch as shown (in.)


fv = 3V2bde

3dmaximum

d/3min.


de ≥ 0.6d

0.4dmax.

3Vfv = 2b d –

(d – de)ede

3de or 1/3 of the span,

whichever is lesse


3V

de

When e de, ≥

d

d

d


3V2bde de

d( )fv =2

de ≥ 0.9d

0.1d or 3 inches max.,whichever is less

dField Notching and Drilling of Laminated Veneer Lumber


2

FIGURE 1



Compression side

fv = 3V2bd


Compression side

fv = 3V2bd





de ≥ 0.6dde ≥ 0.6d

0.4dmax.

e



3V



3V2bde de

d( )fv =2

de ≥ 0.9d

0.1dmax.

3V = 2b d –

(d – de)ede



When e ≤ de, fv

d d

dd

e

dForm No. EWS S560G ■ © 2010 APA – The Engineered Wood Association ■ www.apawood.org

3Field Notching and Drilling of Glued Laminated Timber Beams

FIGURE 2

SHEAR DESIGN EQUATIONS FOR NOTCHED AND TAPERED BEAMS


Compression side

fv = 3V2bd


Compression side

fv = 3V2bd

d

fv = shear stress (psi) V = shear force at notch location (lb) b = width of beam (in.)d = depth of beam (in.) de = effective depth as shown (in.) e = length of notch as shown (in.)


fv = 3V2bde

3dmaximum

d/3min.


de ≥ 0.6d

0.4dmax.

3Vfv = 2b d –

(d – de)ede

3de or 1/3 of the span,

whichever is lesse


3V

de

When e de, ≥

d

d

d


3V2bde de

d( )fv =2

de ≥ 0.9d

0.1d or 3 inches max.,whichever is less

d

FOR GLULAM BEAMS



2

FIGURE 1



Compression side

fv = 3V2bd


Compression side

fv = 3V2bd





de ≥ 0.6dde ≥ 0.6d

0.4dmax.

e



3V



3V2bde de

d( )fv =2

de ≥ 0.9d

0.1dmax.

3V = 2b d –

(d – de)ede



When e ≤ de, fv

d d

dd

e

d

FOR LVL BEAMS

© APA - The Engineered Wood Association

Form No. EWS G535A/Revised June 2010Form No. EWS S560G/Revised June 2010



2

FIGURE 1



Compression side

fv = 3V2bd


Compression side

fv = 3V2bd





de ≥ 0.6dde ≥ 0.6d

0.4dmax.

e



3V



3V2bde de

d( )fv =2

de ≥ 0.9d

0.1dmax.

3V = 2b d –

(d – de)ede



When e ≤ de, fv

d d

dd

e

d

FOR GLULAM BEAMS

ANTHONY FOREST PRODUCTS ONLY Whenever possible, avoid drilling vertical holes through glulam beams. As a rule of thumb, vertical holes drilled through the depth of a glulam beam cause a reduction in the capacity at that location directly proportional to the ratio of 1½ time the diameter of the hole to the width of the beam. For example, a 1 inch hole drilled in a 6 inch wide beam would reduce the capacity of the beam at that section by approximately

For this reason, when it is necessary to drill vertical holes through a glulam member, the holes should be positioned in areas of the member that are stressed to less than 50 percent of the design in blending. In a simply supported, uniformly loaded beam, this area would be located from the end of the beam inward approximately 1/8 of the beam span. In all cases, the minimum clear edge distance, as measured from either side of the member to the nearest edge span. In all cases, the minimum clear edge distance, as measured from either side of the member to the nearest edge of the vertical hole, should be 2½ times the hole diameter. Use a drill guide to minimize "wandering" of the bit as it passes through knots or material of varying density and to insure a true alignment of the hole through the depth of the beam.

(1 x 1 ½)6

= 25%

WS-LAM

20

WS-LAM 1.5E 11⁄4" LVL RIM BOARDWS-LAM LVL Rim Board is the perfect solution for adding support to your vertical and lateral loads. Working in conjunction with your floor or deck systems, WS-LAM LVL Rim Boards are straighter and more dimensionally stable than traditional lumber. WS-LAM LVL Rim Board is available 117/8" x 18'.

EQUIVALENT SPECIFIC GRAVITY FOR FASTENER DESIGN

Nail Size Spacing

8d common (2 ½" x 0.131") 3"

10d common (3" x 0.148") 4"

16d common (3 ½" x 0.162") 6"(1)

1. May be 4" when nailing through bottom wall plate and sheathing

(maximum 13/8" penetration).

Nails & Wood Screws

FaceLateral 0.50

Withdrawal 0.50

EdgeLateral 0.50

Withdrawal 0.47

Bolts & Lag Screws Face Lateral 0.50

CLOSEST ON-CENTER SPACING FOR A SINGLE ROW OF NAILS IN THE NARROW FACE

11⁄4" 1.5E WS-LAM LVL Available Sizes (inches): 117/8 Weights (PLF): 3.95 18' length only

RIM BOARD vertical load transfer = 3450 plf maximum

ONE 8D NAIL at top and bottom flange

ATTACH RIM BOARD to top plate using 8d box toenails @ 6" o.c.

TO AVOID SPLITTING flange, start nails at least 1½" from end of I-joist. Nails may be driven at an angle to avoid splitting of bearing plate.

ONE 8D FACE NAIL at each side at bearing

LEDGER ATTACHED with ½" diameter through bolts with washers and nuts. Space as necessary per deck design.

SHEATHING

ATTACH RIM BOARD to top plate using 8d box toenails @ 6" o.c.

1.5E WS-LAM LVL BEAM DESIGN PROPERTIES(1) Modulus of Elasticity E = 1,500,000 psi(2)

Bending (beam) Fb = 2,250 psi(3) x (12/d)1/5, where d is the depth of the member (inches). May be adjusted by 1.04 for repetitive member as defined in ANSI/AF&PA NDS

Horizontal Shear (beam) Fv = 230 psi(3)

Compression Perpendicular to Grain (beam) Fc = 750 psi(2)

(1) Values apply to dry service conditions.(2) Do not adjust for load duration.(3) May be adjusted for load duration.

DECK ATTACHMENT

RIM BOARD

ONE 8D NAIL at top and bottom flange

1.5E WS-LAM LVL RIM BOARD REFERENCE DESIGN VALUES(1) Horizontal Load = 200 plf(2)

Fasten to the wall plate with 8d box or common nails at 6" o.c. Value applies to a ten minute wind or earthquake load duration

(CD = 1.60)

Vertical Load = 3,450 plf(2)

1/2" Diameter Lag Screw = 350 lb(3)

1. These allowable design stresses apply to dry service conditions, and may be adjusted for load duration except where noted.

2. The stated capacity applies to a ten minute wind or earthquake load duration (CD = 1.60). No increase is allowed for load duration.

21

STRI

NG

ER R

ISE

STRINGER

DEPTH

STRINGER RUN

STEP RUN

STEP RISE

SUGGESTED ATTACHMENTS 40 PSF LIVE LOAD AND 12 PSF DEAD LOAD

A35 Simpson Strong-Tie® framing anchor or equal. Fasten with twelve 8d x 1½" nails. Use 2 framing anchors with 14" stringer

CAUTION: Stair Stringer Attachment Details are intended for use with WS-LAM Stringers only. Consult with the Project Designer or Engineer of Record for attachment details when the total load is greater than 52 psf.

Studs at 16" on-center maximum

Stair Stringer to Ledger connection: Notch for

tight fit. Toenail with one 8d (2½")

nail per side.

2 x 8 ledger board: Use four 16d (3½")

common nails per stud

(1) Min. No. 2 hem-fir, spruce-pine-fir or better grade.

Minimum throat depth: 30" for 9½" stringer 6" for 110" stringer 80" for 14" stringer

Alternate step style. Maintain minimum

throat depth

12" max. on top or bottom end

LOW-END ATTACHMENTS

HIGH-END ATTACHMENTS

GLOSSARY OF TERMS

STRINGER DEPTH

THROAT DEPTH

STEP RISE

STRINGER RISE

STRINGER RUN

STEP RUN

Depth of stringer before steps are cut.

TERM DEFINITION

Unit rise of individulal step.

Unit run of individual run (nosing ignored).

Vertical span between stairway supports. Equal to the lower floor height for stringers without intermediate supports.

Horizontal span between stairway supports

Net depth of stringer once steps are cut. Measured from step perpendicular to bottom edge of stringer.

DO NOT OVERCUT STAIR

STRINGER

CUTTING PRECAUTION

MAXIMUM STRINGER RUN

1. Verify compliance with the local building code. 2. Table values are limited by deflection equal to L/360 at live load or L/240

at total load.3. For other design loads, stair constructions or attachment details, consult with

the project designer or engineer of record.4. Stringers are unstable until treads are installed.5. To minimize squeaks, install treads with panel adhesive in addition to nails

or screws.6. Stringers shall be separated from concrete or masonry in accordance with

the building code.

1¼'' X 1.5E-2250F WS-LAM MAXIMUM STRINGER RUN – 40 PSF LIVE LOAD AND 12 PSF DEAD LOAD

Stringer Depth

36" Tread Width 42" Tread Width 44" Tread Width 48'' Tread Width

2 Stringers 3 Stringers 3 Stringers 3 Stringers 3 StringersNo

ReinforcementWith

ReinforcementNo

ReinforcementWith

ReinforcementNo

ReinforcementWith

ReinforcementNo

ReinforcementWith

ReinforcementNo

ReinforcementWith

Reinforcement

11 7/8'' 9'-0" 9'-9" 10'-6" 11'-3" 9'-9" 10'-6" 9'-9" 10'-6" 9'-0" 9'-9" Table values are based on a maximum step rise of 7 ¾" and a minimum step run of 9".

1¼'' X 1.5E-2250F WS-LAM MAXIMUM STRINGER RUN – 100 PSF LIVE LOAD AND 12 PSF DEAD LOAD

Stringer Depth

36'' Tread Width 42'' Tread Width 44'' Tread Width 48'' Tread Width

2 Stringers 3 Stringers 3 Stringers 3 Stringers 3 StringersNo

ReinforcementWith

ReinforcementNo

ReinforcementWith

ReinforcementNo

ReinforcementWith

ReinforcementNo

ReinforcementWith

ReinforcementNo

ReinforcementWith

Reinforcement

11 7/8' 6'-5" 7'-4" 8'-3" 8'-3" 7'-4" 8'-3" 7'-4" 8'-3" 7'-4" 7'-4"

Table values are based on a maximum step rise of 7'' and a minimum step run of 11''.

EVALUATION REPORTS | ICC-ES ER-5598 | HUD MR 1310A | LA CITY RR 25448 | APA PR-L233

1.5E-2250F LVL ALLOWABLE DESIGN STRESSES(1) Modulus of Elasticity E = 1,500,000 psi(2)




Compression Parallel to Grain Fc = 1,950 psi

(1) These allowable design stresses apply to dry service conditions.(2) No increase is allowed for load duration.(3) Multiply by (12/d)1/5 where d = depth of member (in).(4) A factor of 1.04 may be applied for repetitive members as

defined in the National Design Specification® for Wood Construction.

WS-LAM 1.5E 11⁄4" LVL STAIR STRINGERS

Optional continuous 2x4 reinforcement(1) on one side flush to bottom edge. Nail with 10d (3") box nails at 12"on-center, staggered

Sawn out to receive treads and risers 2x4 nailer. Use eight 10d (3") common

nails, staggered. Nail into framing members below.

WS-LAM

22

ENGINEERED FOR TALL WALL FRAMINGWS-LAM STUDS | LAMINATED VENEER LUMBER STUDS

Build tall walls with confidence. Extra long WS-LAM Stud wall framing LVL offers a stronger, stiffer, and straighter product than dimensional lumber for all your tall-wall and interior wall applications. WS-LAM Stud is competitive in materials cost and is easy to handle and install, which can result in shorter construction schedules, saving you time and money.

WS-LAM STUD DESIGN PROPERTY COMPARISON(1)(2)

Product Bending Fb (psi)(3)

Compression Parallel to Grain

Fc (psi)(4)

Modulus of Elasticity

E (psi)

Horizontal Shear

Fv (psi)

2 x

4

1.5" x 3.5" x 2.0E PWLVL 4125 2750 2,000,000 285

1.5" x 3.5" x 1.5E WS-LAM 2995 1950 1,500,000 230

2x4 Douglas Fir-Larch No. 2 1555 1550 1,600,000 180

2x4 Spruce-Pine-Fir No. 1 / No. 2 1510 1325 1,400,000 135

2x4 Hem-Fir No. 2 1465 1495 1,300,000 150

2x4 Western Woods No. 2 1165 1035 1,000,000 135

2 x

6

1.5" x 5.5" x 2.0E WS-LAM 3770 2750 2,000,000 285

1.5" x 5.5" x 1.5E PWLVL 2735 1950 1,500,000 230



2x6 Hem-Fir No. 2 1270 1430 1,300,000 150


2 x

8

1.5" x 7.25" x 2.0E PWLVL 3565 2750 2,000,000 285

1.5" x 7.25" x 1.5E WS-LAM 2590 1950 1,500,000 230



2x8 Hem-Fir No. 2 1175 1365 1,300,000 150


(1) Refer to APA PR-L233 for WS-LAM adjustment factors and other design properties. (2) Refer to the 2005 NDS® for lumber adjustment factors and other design properties. (3) Load applied to the narrow face of the stud. Repetitive member and size factors have been applied. (4) Size factors have been applied to lumber values.

11⁄2" X 31⁄2" 1.5E LENGTHS OF 16', 18', 20' PRECUT LENGTHS: 104 5⁄8" AND 92 5⁄8" 11⁄2" X 71⁄4" 1.5E LENGTHS OF 16', 18', 20'11⁄2" X 51⁄2" 2.0E LENGTHS - 10' TO 24' (EVEN LENGTHS) PRECUT LENGTHS: 104 5⁄8" AND 92 5⁄8"

AVAILABLE SIZES ON HAND

23

WS-LAM 2.0E | LAMINATED VENEER LUMBER COLUMNS

The properties that make WS-LAM a superior beam material make it ideal for column use as well. WS-LAM LVL columns will help you achieve quality construction; free of cracks, checks or twists.

ALLOWABLE AXIAL LOAD (LB)

3½" X 5½" 2.0E WS-LAM LVL COLUMNS

Column Length 100% 115% 125%

9'– 0" 10270 10655 10880

10'– 0" 8790 9085 9255

12'– 0" 6625 6805 6905

14'– 0" 5155 5270 5345

> 14'– 0" Not Permitted

3½" X 7¼" 2.0E WS-LAM LVL COLUMNS

Column Length 100% 115% 125%

9'– 0" 13535 14045 14345

10'– 0" 11590 11975 12200

12'– 0" 8730 8970 9105

14'– 0" 6795 6950 7045

> 14'– 0" Not Permitted

Notes:

1. Table values are based on:

• Solid, one-piece column

• Dry service conditions

• Axial loads only

• Load eccentricity of either 1/6 column width or thickness

• Bracing in both directions at column ends

2. For all other conditions, such as side loads and multiple-ply columns, consult a registered, professional engineer.

3. Column capacity might be limited by the capacity of wood plates, the slab, column caps/bases, etc.

ANSI/AWC NDS-2012

No drilling except for column cap or base installation.

Follow hardware manufacturer's instructions.

Reference column design values:

E = 2,000,000 psi

COVE = 0.10

Fc = 2,750 psi

Fb-BEAM = 3100 psi x (12/d1)1/5

d1 = wide-face dimension [inches]

Fb-PLANK = 3100 psi x (1.75/d2)1/3

d2 = narrow-face dimension [feet]

Fc = 2,750 psi

WS-LAM

24

SPLIT TREATED COLUMNS MANUFACTURED BY NORTHERN CROSSARM

FINGERJOINT

3 PLY 2X6 | 4 PLY 2X6 | 3 PLY 2X8 | 4 PLY 2X8

FEATURES & BENEFITS• Untreated SYP #1 grade on all top sections

• Exterior Structural Finger Jointed Splices

• Splices are in 2' Increments

• The top 2' are not Glued or Nailed

• All Edges have been planed (Select)

• Glued & Nailed (Galvanized) below the top 2'

• Environmentally Superior

• Lighter, Straighter & Stronger than Solid Pole

• Column Lengths of 10' up to 32' long (3 ply) or 40' long (4 ply)

CODE COMPLIANCES• SYP .23 MCA FDN Treated Bottoms (min 8')

• Fully Engineered to 90 mph Wind Loads, Exposure "C"

• EP 559 Compliant Design

• Designed in accordance with ANSI/ASAE EP559.1 AUG2010 with Structural Finger Joints so each ply performs like an un-spliced lamination

• 3 ply 2x6 inventory is kept in Eau Claire, Wisconsin & Lakeville, Minnesota. All other sizes are special order.

TOP 2' NOT

BOTTOM 8'

25

U-BOOT BOLTS DIRECTLY TO THESE 3" OR 4" FHA COLUMNS - AKRON | TAPCO | EXTEND-O-POST

U-BOOT 309A 2 PLY LVL Beam 14 GA Steel

3 9/16" Wide

U-BOOT 411A 3 PLY Dimensional 14 GA Steel 4 11/16" Wide

U-BOOT 510A 5 1/2" Glu-Lam

14 GA Steel

5 1/2" Wide

U-BOOT 604A 4 PLY Dimensional

14 GA Steel

6 1/4" Wide

U-BOOT 704A 4 PLY LVL Beam

7 GA Steel, 50k

7 1/4" Wide

U-BOOT 507A3 PLY LVL Beam 14 GA Steel 5 7/16" Wide

BOLTS ON TO COLUMN | HARDWARE INCLUDED | LAG OR NAIL TO BEAMU-BOOT KEY FEATURES

4" HIGH | 8 3⁄4" LONG | UPLIFT = 1,810 LBS. | LATERAL = 4,800 LBS. | TRANSVERSE = 1,360 LBS.PRODUCT SPECIFICATIONS

U-boot Bearing* Max Bearing**309a 19,482 lbs 31,176 lbs

411a 25,635 lbs 41,016 lbs

507a 29,736 lbs 47,478 lbs

510a 30,761 lbs 49,218 lbs

604a 34,180 lbs 54,688 lbs

704a 39,648 lbs 63,437 lbs

BEARING ON STEEL COLUMNVerify the required bearing length and the ability of the supporting column member to provide adequate strength.

Shear & Uplift assume (10) 16d nails. The use of (4) 1/4" lags alone reduces Uplift to 800 lbs.

* Bearing assumes a Utility Grade Douglas Fir beam at 625 psi compressive strength perpendicular to the grain.

** Maximum bearing is based on 1000 psi perpendicular. For larger load capacities, consult with supplier.

Verify the required bearing seat length. Caution: Do not exceed the capacity of the supporting column.

FOR INSTALLATION OF LVL, GLULAM OR DIMENSIONAL LUMBER BEAMS

SPLIT TREATED COLUM

NS &

U-BOOT

26

GLULAM PRODUCT OFFERINGS

X-BEAM OFFERINGSWidth Depth Width Depth

3 ½"

9 ½"

5 ½"

9 1/2"

11 7/8" 11 7/8"

14" –Lengths available up to 60'. Sold in 2' increments, starting at 10'.4, 5, 6, 7, 8, & 9' also available.

Rosboro

Next-Generation Glulam

TM

BEAM OFFERINGS—ARCHITECTURAL APPEARANCE

Width Depth Width Depth

5 ½"

15"

6 ¾"

15"18" 18"21" 21"24" 24"

Lengths available up to 60'–0". Sold in 2' increments, starting at 10'.

COLUMN OFFERINGS—ARCHITECTURAL APPEARANCEWidth Depth

5 ½"6"

7 ½" Lengths available up to 60'–0". Sold in 2' increments, starting at 10'.

COLUMN OFFERINGSWidth Depth Width Depth

5 ½"4 ½"

7 1⁄8"4 ½"

6" 6"7 ½" 7½"

Lengths available up to 60'–0". Sold in 2' increments, starting at 4'. Columns can also be used as headers.

BEAM OFFERINGS—TREATED GLULAMWidth Depth Width Depth

3 ½"

9 ½"

5 ½"

9 ½"

11 7/8" 11 7/8"

14" 14"– 18"


Lengths available up to 48'–0". Sold in 2' increments, 5-1/2" x 18" starting at 10'.

COLUMN OFFERINGS—TREATED GLULAMWidth Depth5 ½" 5 ½"


TM

27

GLULAMHAS COME A LONG WAYBuilders and specifiers are beginning to realize that glulam

is the perfect product for floor and wall framing. In the past

glulam was used primarily in applications that called for an

attractive exposed architectural beam. A few years ago the

Rosboro sales and production teams put together a brain

storming session with the objective of reinventing glulam.

They determined there were two key issues to overcome;

builders didn't like the fact that glulam width did not match the

standard 2x4 and 2x6 wall framing and the standard glulam

depths did not match I-joist depths.

The solution was Rosboro X-Beam. In 2010 the Rosboro

sawmill began cutting lam stock a bit wider than standard

dimension lumber so the beams could be surfaced to match

standard framing lumber and still achieve a clean architectural

appearance. I-joist compatible depths were added to the

X-Beam line by adjusting the lam stock thickness to meet the

standard I-joist depths.

Today, Rosboro X-Beam is the most cost effective Engineered

Wood Product on the market. X-Beam is considerably less

expensive than LVL and laminated strand lumber (LSL), so it is

a great choice for both concealed and exposed applications.

ROSBORO X-BEAM™X-Beam is a 24F-V4, 1.9E (true), architectural appearance

glulam sized to match 4" and 6" framing.

X-Beam is the first architectural glulam beam sized to match

standard 4" and 6" framing lumber and it has become the

choice for a building industry increasingly focused on value

engineering.

X-Beam eliminates the need to fill the 3/8" gaps that 3 1/8"

and 5 1/8" wide beams create. For builders, this translates to

lower installed costs and more efficient framing. X-Beam has

gained a reputation as the most adaptable and cost-effective

engineered wood product in the market. In addition to offering

I-Joist depth compatibility, X-Beam has become the premier

choice for short window and door headers due to its ease of

installation and price advantage.

Single piece installation eliminates side loading issues

common with multi-ply LVL. Full width beam provides greater

surface area for continuous and interior bearing applications

and holes can be drilled within liberal guidelines. Don't forget,

X-Beam is the most competitively priced EWP on the market.

Widths:

• 31/2”, 5

1/2", and 6

3/4"

• I-Joist and Conventional Glulam Depths • I-Joist Depths: 9

1/2", 11

7/8", 14", 16" and 18"

• Design Properties • EWS 24F-V4

Dry-Use • Fb = 2,400 psi • Fv = 265 psi • E = 1.8 x 106 psi • Fc = 650 psi

HARDWAREMajor hardware manufacturers, like Simpson, support X-Beam

products with full lines of compatible hardware. Any hanger that

publishes a DF connection value will work with X-Beam and standard

hardware is typically much less money than comparable glulam

hardware.

ECOLOGICAL BENEFITSX-Beam is manufactured from renewable 2nd and 3rd generation

forests, glulam was green before green was a buzzword. As an even

better choice for today's progressive market, X-Beam is manufactured

with wet-use adhesives that meet or exceed the most stringent global

emission standards.

ROSBORO GLU

LAM PRODU

CTS

28

TREATED X-BEAM™Rosboro X-Beam is now available as a treated product. Made

from coastal region Douglas fir, Rosboro's Treated X-Beam is

manufactured to match standard framing widths and I-joist

compatible depths, and then is treated with Hi-Clear II – a clear

industrial wood preservative that leaves the beam an attractive

honey-color. The treatment protects against decay, mold,

bacteria, and insects, including the Formosan termite. Backed

with a 25-year warranty, Rosboro Treated X-Beam products are

an excellent choice for decks, porches, and balconies where

appearance is critical. Treated X-Beam can be stained to match

composite decking and can reduce the number of costly footings.

Beams Are Available in Common Sizes:

Widths: 31/2" and 5

1/2"

Depths: 91/2", 11

7/8", 14" and 18"

PERIODIC MAINTENANCE

Although pressure-treated wood is protected against rot (fungal

decay) and termites, periodic maintenance must be performed

to maximize protection against weathering. Any exposed wood

weather pressure treated or not, should be protected with a high

quality water repellent finish or stain to help reduce discoloration,

warping, checking, and splitting.

FINISHING TREATED X-BEAM

Rosboro Treated X-Beam may be finished or stained after

thorough air drying has occurred and the mineral spirit carrier

has flashed-off. A quality oil based finish should be used to assure

proper adhesion and performance. Consult paint suppliers or

manufacturer for product recommendations. It is a good idea to

apply the finishing product to a small exposed test area to insure

that the product provides the intended result.

RESTRICTED USES AND PRECAUTIONS

Rosboro Treated X-Beam and Column products should not be used

in marine applications such as docks, marinas, and standing-water

conditions. The treatment used for Rosboro Treated X-Beam is

low in toxicity to humans, however gloves should be worn when

handling treated products, and dust masks and eye protection

should be worn when cutting treated beams and columns. Always

follow site, handling, and disposal instructions provided by

Materials Safety Data Sheets (MSDS) available on our technical

reference page. Visit rosboro.com for more information.

ROSBORO LAMINATED COLUMNS

Many homeowners are demanding tall walls that create

expansive entryways and seamless floor to ceiling tall wall

interiors. Rosboro's 1.9E Laminated Column allows builders to

construct the wall with a long continuous column that is straight

and won't twist, bow or shrink over time.

CODE RECOGNIZED

Rosboro glulam is manufactured in accordance with ANSI

Standard A190.1, which is a code-recognized national consensus

standard for glulam, using wet-use adhesives complying with

ASTM Standard D2559. The beam lay-up combination EWS

24F-V4 DF/DF and Column Combination Number 3 are

recognized under ICC-ES Report ESR-1940. Rosboro's glulam

production is inspected and certified by APA-EWS.

ROSBORO VERTICAL HOLES FORMULA For drilling vertical holes, the structural capacity of the glulam

will be reduced. The following formula may be used to

determine the reduction in the beam’s load carrying capacity:

1.5x (hole diameter) / (beam width) = the reduction. For

instance, a 1/2" hole in the middle of a 51/2" ridge beam for a

ceiling fan wire would cause a loss in carrying capacity at that

point in the beam of 14% [1.5 x .5 / 5.5 = .136 = 14%].

29

ROSBORO GLU

LAM PRODU

CTS

11Rosboro X-Beam Guide - May 2014

Notes:(1) The above diagram applies to horizontal holes and beams properly sized using APA or Rosboro uniform load tables. For concentrated load conditions, contact

Rosboro Technical Support.(2) Field holes should be drilled for access only (small diameter wires, conduit, cable and other lightweight materials) and not for load bearing hardware attachments

unless designed specifically by the project engineer. Square and rectangular holes are not allowed.(3) These field drilled holes should meet the following guidelines:

A. Hole size: The hole diameter should not exceed 11/2" or 1/10 the beam depth, whichever is smaller.B. Hole location: The hole should have a minimum clear distance, as measured from the edge of the hole to the nearest edge of the beam, of 4 hole diameters to

the top or bottom of the beam and 8 hole diameters from the end of the beam. Otherwise as shown in the shaded area.C. Hole spacing: The minimum clear spacing between adjacent holes, as measured between the nearest edge of the holes, should be 8 hole diameters based on the

largest diameter of any adjacent hole in the beam.D. Number of holes: The maximum number of holes should not exceed 1 hole per every 5 feet of beam length. In other words, the maximum number of holes

should not exceed 4 for a 20 - foot long beam. The hole spacing limitation, as given above, should be satisfied separately.(4) For glulam members that have been over-sized, these guidelines may be relaxed based on an engineering analysis.(5) Holes in cantilevered beams require additional analysis, contact Rosboro Technical Support.

12 14 16 18

Min Target Max Min Target Max Min Target Max Min Target Max1/4 0 1/4 1/8 1/8 3/8 1/8 1/8 3/8 1/8 1/8 3/8

1/4 0 1/4 1/4 0 1/4 1/8 1/8 3/8 1/8 1/8 3/8

1/4 0 1/4 1/4 0 1/4 1/4 0 1/4 1/4 0 1/4

Length

Camber Chart

Radius 3500'

Radius 5000'

No Camber

Section 4.2.2 of ANSI/AITC A190.1-2007: Tolerances for camber are applicable at the time of manufacture without allowance for dead loaddeflection. Up to 20 ft, the tolerance is plus or minus 1/4 in. Over 20 ft, increase tolerance 1/8 in. per each additional 20 ft or fraction thereof,but not to exceed 3/4 in.

Up to 20' = plus or minus 1/4" 21' - 40' = plus or minus 3/8" 41' - 60' = plus or minus 1/2" 61' - 72' = plus or minus 5/8"

20 22 24 26Min Target Max Min Target Max Min Target Max Min Target Max1/8 1/8 3/8 1/8 1/4 5/8 1/8 1/4 5/8 1/8 1/4 5/8

1/8 1/8 3/8 1/8 1/8 1/2 1/4 1/8 1/2 1/8 1/4 5/8

1/4 0 1/4 3/8 0 3/8 3/8 0 3/8 3/8 0 3/8

Length

Radius 3500'

Radius 5000'

No Camber

Zones where small horizontal holes are permitted in a uniformly loaded, simply supported beam

(1) Minimum bearing length is 11/2". (2) Bearing across full width of the beam is required.(3) Bearing length shall be adjusted when the allowable bearing stress of the supporting member is less than the tabulated values of the glulam beam.

Product

X-Beam

Minimum Bearing Length (in.)Reaction (lbf)

Width (in.) 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000 30,0003 1/2 1.50 1.76 2.20 2.64 3.08 3.52 3.96 4.40 5.27 6.15 7.03 7.91 8.79 9.67 10.55 11.43 12.31 13.195 1/2 1.50 1.50 1.50 1.68 1.96 2.24 2.52 2.80 3.36 3.92 4.48 5.03 5.59 6.15 6.71 7.27 7.83 8.39

Fc T

30

SOFTWARE | iSTRUCT™

The Most Powerful Software Tools in the Market —iStruct™ software suite, featuring isPlan™ and isDesign™

We provide customers with the best information services in the industry–and supply its customer base with software tools to perform daily engineering and drawing functions required in today's market.

isDesign™ features:• A user-friendly, single-member sizing program with impeccable graphics that

creates easy-to-read beam calcs• Analyze loads and calculate sizes and spacing• Requires little or no training for the architect, engineer, or designer

isPlan™ features:• Draw and design floor and roof framing plans with engineered wood products• Includes structural analysis and reporting, take-offs, quotes, and cutting

optimization with inventory integration• Automatically develops loads and produces bold, color graphic layouts in 2D & 3D• Specially engineered for companies with a dedicated design staff• Supports the full Wausau Wood Systems product line • Includes isDesign–the single member beam design

Receive:• Value-engineered framing plans• Engineered or non-engineered placement plans• Internet software training and support• Internet updates for all software

The iStruct™ software suite is truly a solution like no other and is designed for quick learning and application. The accelerated training time means users are up and running quickly and cost effectively!

18'

18'

1 SPF 2 SPF

2 5/16"

11 7/8"

Project Name: Job#:

ShippingClient

Description:

WSI 47 11.875" - PASSEDQuantity 1

Powered by iStruct 15.6.062

Type: JoistSpacing: 16" o.c.Moisture Condition: DryDeflection LL: 480Deflection TL: 360Importance: NormalTemperature: Temp <= 100°F

Application: FloorDesign Method: ASDBuilding Code: IBC/IRC 2012Load Sharing: NoDeck: 5/8" SPF Plywood Nailed

and GluedVibration: Not Checked

Reactions lb (PLF)Brg Live Dead Snow Wind Const1 480 (360) 180 (135) 0 (0) 0 (0) 0 (0)

2 480 (360) 180 (135) 0 (0) 0 (0) 0 (0)

Analysis Actual Location Allowed Capacity Load Comb. Ld. CaseMoment 2827 ft-lb 9' 4280 ft-lb 0.661 (66%) D+L L

Shear 644 lb 2 5/8" 1705 lb 0.378 (38%) D+L L

LL Defl inch 0.312 (L/676) 9' 1/16" 0.439 (L/480) 0.710 (71%) L L

TL Defl inch 0.429 (L/492) 9' 1/16" 0.585 (L/360) 0.730 (73%) D+L L

BearingsBearing Input

LengthIn Analysis

Cap. React D/L lb Total Ld. Case Ld. Comb.

1 - SPF 3.500" 1.750" 75% 180 / 480 660 L D+L

2 - SPF 3.500" 1.750" 75% 180 / 480 660 L D+L

Design OK.ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments

1 Uniform 15 PSF 40 PSF 0 PSF 0 PSF 0 PSF

WAUSAU SUPPLY CO.PO BOX 296, WI54402-0296800-236-1528

NotesCalculated Structured Designs is responsible only of the structural adequacy of this component based on the design criteria and loadings shown. It is the responsibility of the customer and/or the contractor to ensure the component suitability of the intended application, and to verify the dimensions and loads.

Lumber1.2.

Dry service conditions, unless noted otherwiseIJoist not to be treated with fire retardant or

corrosive chemicals

Handling & Installation1.2.

3.4.

IJoist flanges must not be cut or drilledRefer to latest copy of the IJoist product information details for framing details, stiffener tables, web hole chart, bridging details, multi-ply fastening details and handling/erection detailsDamaged IJoists must not be usedDesign assumes top flange to be laterally restrained by attached sheathing or as specified in engineering notes.

5.

6.

7.

Provide lateral support at bearing points to avoid lateral displacement and rotationWeb stiffeners for point load as shown Minimum point load bearing length>= 3.5 inchesFor flat roofs provide proper drainage to prevent ponding

10/9/2015 9:51 AMPage 1 of 1 Designer: SCOTT MEYER

31

EVALUATION REPORTS

4

I-JOISTS Safety and Construction Precautions 5

Storage & Handling Guidelines 5 System Performance 5 Installation Notes 6

PWI JOIST 7 Product Identification 7

Joist Dimensions 8 Reference Design Values 9 Floor Spans 10–11 Floor Loads, Simple-Span 12–15 Floor Loads, Multiple-Span 16–19 Floor Loads, Simple- or Multiple-Span 20–23 Commercial Floor Loads, Simple-Span 24–30

Commercial Floor Loads, Multiple-Span 31–37 Commercial Floor Loads, Simple- or Multiple-Span 38–43 Roof Spans, 115% Snow 44–47 Roof Spans, 125% Non-Snow 48–50 Roof Spans, 100% Heavy Snow 51–58 Low-Slope Roof Spans, 115% Snow 59–62 Low-Slope Roof Spans, 125% Non-Snow 63–65 Roof Loads, Simple-Span Joist 66–72 Roof Loads, Multiple-Span Joist 73–79 Roof Loads, Simple- or Multiple-Span Joist 80–85 Framing Connectors for LVL-Flange Joists 86

I-JOIST DETAILS 87 Floor Details 88–89 Cantilever Details and Reinforcement 90–91 Floor Systems 92 Web Stiffener Requirements 93 Web Hole Specifications 94–95 Load Development 96–97 Roof Details 98–100

PWLVL HEADERS & BEAMS 1.5E Headers & Beams 102 Product Line 102

Handling & Installation 102 Reference Design Values 103 Floor Beams 103 1- & 2-Story Garage Door Headers 104 1- & 2-Story Window and Patio Door Headers 105 Allowable Uniform Floor Loads, 100% 106–108 Allowable Uniform Roof Loads, 115% Snow 109–111 Allowable Uniform Roof Loads, 125% Non-Snow 112–114

2.0E Headers & Beams 115 Product Line 115

Handling & Installation 115 Reference Design Values 116 Floor Beams 116 1- & 2-Story Garage Door Headers 117 1- & 2-Story Window and Patio Door Headers 118 Allowable Uniform Floor Loads, 100% 119–121 Allowable Uniform Roof Loads, 115% Snow 122–124 Allowable Uniform Roof Loads, 125% Non-Snow 125–127

Bearing Details 128 Bearing Length Requirements 128 Hole Details 128 Multiple-Ply Beam Assembly 129 1.5E 1¼” PWLVL Rim Board 130 2.0E Columns 131 Framing Connectors for PWLVL 132

TALL WALL STUDS PW Studs 134

SOFTWARE INFORMATION iStruct Software 135

WARRANTY Pacific Woodtech Product Warranty Back Cover

EVALUATION REPORTSI-JOIST EVALUATION REPORTS

Building Code / Authority Evaluation Service/Department Report No.

International Building CodeInternational Residential Code

APA – The Engineered Wood Association

PR-L262

ICC-ES ESR-1225ESR-1405

National Building Code of Canada

CCMC 13470-R

U.S. Dept. of Housing and Urban Development (HUD)

Manufactured Housing and Standards Division

SEB 1132

City of Los Angeles Department of Building and Safety (LADBS)

RR 25450

State of Florida Department of Community Affairs

FL7428

City of New York Department of Buildings MEA 233-98-M

GREEN VERIFICATION REPORTProduct Certification Body ReportI-Joist APA GR-L262

Formaldehyde Emissions Compliance

PR-E730

LVL EVALUATION REPORTS

Building Code / Authority Evaluation Service/Department Report No.

International Building CodeInternational Residential Code

APA – The Engineered Wood Association

PR-L233

ICC-ES ESR-2909

National Building Code of Canada

CCMC 13006-R

U.S. Dept. of Housing and Urban Development (HUD)

Manufactured Housing and Standards Division

MR 1310

City of Los Angeles Department of Building and Safety (LADBS)

RR 25448

State of Florida Department of Community Affairs

FL7427

City of New York Department of Buildings MEA 213-07-E

GREEN VERIFICATION REPORTProduct Certification Body ReportLaminated Veneer Lumber APA GR-L233

Formaldehyde Emissions Compliance

PR-E720PA

CI

FI

C

WO

OD

TE

CH

C

OR

PO

RA

TI

ON

SAFETY & CONSTRUCTION PRECAUTIONS INSTALLATION• Walking on the joists should not be permitted until they

are properly braced.

• All hangers, rim boards, rim joists and blocking at the end supports of the joists must be installed and nailed properly.

• During installation, a minimum of 1x4 temporary bracing is required.

• Bracing members should be spaced at 8'– 0" o.c. and nailed to each joist with two 8d nails (10d box nails if bracing thickness exceeds 1").

• Lap bracing ends and anchor them to temporary or permanent sheathing nailed to the first 4' of joists at the end of the bay or a braced end wall.

SOFTWARE, EVALU

ATION REPORTS, SAFETY &

STORAGE

• Do not cut, drill, or notch flanges.

• The ends of cantilevers must be temporarily braced on both the top and bottom flanges.

• Never overload sheathed joists with loads that exceed design loads.

• Only remove the bracing as the sheathing is attached.

• Engineered wood products should be used in dry conditions only.

• When stacking construction material, stack only over beams or walls, NOT on unsheathed joists.

THESE ARE GENERAL RECOMMENDATIONS AND IN SOME CASES, ADDITIONAL PRECAUTIONS MAY BE REQUIRED.

STORAGE & HANDLING GUIDELINESSTORAGE

• Installation guidelines will be included with every shipment of trademarked PWI joists to job sites.

• Store bundles upright on a smooth, level, well drained supportive surface.

• Always stack and handle I-joists in the upright position.

• Bundles should not be in contact with the ground.

• Place 2x or LVL spacers (at a maximum of 10' apart) between bundles and the ground and bundles stored on top of one another.

• Bundles should remain wrapped, strapped and protected from the weather until time of installation.

HANDLING

• All handling of joists with a forklift or crane should be done carefully.

• Joists should remain vertical during handling.

• Avoid excessive bowing during all phases of handling and installation (i.e. measuring, sawing or placement).

• Damage may result if the joist or beam is twisted or a load is applied to it while it’s lying flat.

NEVER USE OR FIELD REPAIR A DAMAGED I-JOIST.

32

FIRE PROTECTION PROVISIONS1/2-INCH GYPSUM BOARD

Form No. SR-405C © 2015 APA – THE ENGINEERED WOOD ASSOCIATION | APAWOOD.ORG

The following fire resistance design is an alternative to the 2-by-10 dimensional lumber prescribed in Exception 4 of the 2012 IRC Section R501.3 and 2015 IRC Section R302.13 with demonstrated equivalent fire performance.

FORM NO. SR-405C ■ © 2015 APA – THE ENGINEERED WOOD ASSOCIATION ■ WWW.APAWOOD.ORG | 6

FIRE PROTECTION OF FLOORS FP-03

Fire Protection: 1/2-inch Gypsum Board Attached Directly to Sides of FlangeThefollowingfireresistancedesignisanalternativetothe2-by-10dimensionallumberprescribedinException4of

2012IRCSectionR501.3and2015IRCSectionR302.13withdemonstratedequivalentfireperformance.

1/2-INCH GYPSUM BOARD ATTACHED TO SIDES OF FLANGE(a)

INSTALLATION REQUIREMENTS AT WEB HOLES

CRAWL SPACE EXCEPTION(b)

In accordance with Exception 2 of the 2012 IRC Section R501.3 and 2015 IRC Section R302.13, floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances do not require 1/2-inch gypsum board attached to sides of flange.

AUTOMATIC SPRINKLER EXCEPTION(c)

In accordance with Exception 1 of the 2012 IRC Section R501.3 and 2015 IRC Section R302.13, floor assemblies located directly over a space protected by an automatic sprinkler system do not require 1/2-inch gypsum board attached to sides of flange.

OR

I-joist web

Floor sheathing

I-joist

Floor sheathing

I-joist

Automatic sprinkler system

A

B

A

B

D

Floor sheathing

1/2" gypsum board

I-joist

Fastener

1/2" gypsum board

I-joist web

C

C

A

B

OR

I-joist web

Floor sheathing

I-joist

Floor sheathing

I-joist


A

B

A

B

D

Floor sheathing

1/2" gypsum board

I-joist

Fastener

1/2" gypsum board

I-joist web

C

C

A

B

OR

I-joist web

Floor sheathing

I-joist

Floor sheathing

I-joist


A

B

A

B

D

Floor sheathing

1/2" gypsum board

I-joist

Fastener

1/2" gypsum board

I-joist web

C

C

A

B

OR

I-joist web

Floor sheathing

I-joist

Floor sheathing

I-joist


A

B

A

B

D

Floor sheathing

1/2" gypsum board

I-joist

Fastener

1/2" gypsum board

I-joist web

C

C

A

B

Continued on Next Page

33

FIRE PROTECTION PROVISION

S

Form No. SR-405C © 2015 APA – THE ENGINEERED WOOD ASSOCIATION | APAWOOD.ORG



Fire Protection: 1/2-inch Gypsum Board Attached Directly to WebThefollowingfireresistancedesignisanalternativetothe2-by-10dimensionallumberprescribedinException4of

the2012IRCSectionR501.3and2015IRCSectionR302.13withdemonstratedequivalentfireperformance.

1/2-INCH GYPSUM BOARD ATTACHED TO WEB(a)

INSTALLATION REQUIREMENTS AT WEB HOLES


In accordance with Exception 2 of the 2012 IRC Section R501.3 and 2015 IRC Section R302.13, floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances do not require 1/2-inch gypsum board attached to web.


In accordance with Exception 1 of the 2012 IRC Section R501.3 and 2015 IRC Section R302.13, floor assemblies located directly over a space protected by an automatic sprinkler system do not require 1/2-inch gypsum board attached to web.

Floor sheathing

1/2" gypsum board

I-joist

Fastener

1/2" gypsum boardOR

I-joist web

I-joist web

Floor sheathing

I-joist

Floor sheathing

I-joist


A

A

B

B

C

C

A

B

D

Floor sheathing

1/2" gypsum board

I-joist

Fastener

1/2" gypsum boardOR

I-joist web

I-joist web

Floor sheathing

I-joist

Floor sheathing

I-joist


A

A

B

B

C

C

A

B

D

Floor sheathing

1/2" gypsum board

I-joist

Fastener

1/2" gypsum boardOR

I-joist web

I-joist web

Floor sheathing

I-joist

Floor sheathing

I-joist


A

A

B

B

C

C

A

B

D

Floor sheathing

1/2" gypsum board

I-joist

Fastener

1/2" gypsum boardOR

I-joist web

I-joist web

Floor sheathing

I-joist

Floor sheathing

I-joist


A

A

B

B

C

C

A

B

D

Continued on Next Page



Fire Protection: 1/2-inch Gypsum Board Attached to Bottom of FlangeThefollowingfireresistancedesignisincompliancewiththe2012IRCSectionR501.3and2015IRCSectionR302.13.

1/2-INCH GYPSUM BOARD ATTACHED TO BOTTOM OF FLANGE(a)


In accordance with Exception 2 of the 2012 IRC Section R501.3 and 2015 IRC Section R302.13, floor assemblies located directly over a crawl space not intended for storage or fuel-fired appliances do not require membrane protection.


In accordance with Exception 1 of the 2012 IRC Section R501.3 and 2015 IRC Section R302.13, floor assemblies located directly over a space protected by an automatic sprinkler system do not require membrane protection.

A

B

C

D

Floor sheathing: Materials and installation in accordance with with the 2012 and 2015 IRC Section R503.A

B

C

D

I-joist: Installation in accordance with Section 4.0 of this report. Maximum 24 inches on center spacing. Applicable to all flange sizes. Minimum web thickness of 3/8 inch. Adhesives used shall be as described in the quality manual approved by APA.

A

B

C

D

1/2-inch gypsum board: Materials and installation in accordance with the 2012 and 2015 IRC Section R702.3.1 or equiva-lent. Gypsum board not required to be finished with tape and joint compound; or

5/8-inch wood structural panel: Materials and installation in accordance with the 2012 and 2015 IRC Section R503.2 or equivalent. Wood structural panel not required to be finished with wood filler or sanded.

A

B

C

D Automatic sprinkler system: System in accordance with the 2012 and 2015 IRC Section P2904, NFPA 13D, or other equiva-lent sprinkler systems.

Notes:

a. In accordance with Exception 3 of the the 2012 IRC Section R501.3 and 2015 IRC Section R302.13, portions of floor assembly can be unprotected when complying with the following:

1. The aggregate area of the unprotected portions shall not exceed 80 square feet.

2. Fire blocking in accordance with the 2012 and 2015 IRC Section R302.11.1 shall be installed along the perimeter of the unprotected portion to separate the unprotected portion from the remainder of the floor assembly.

b. Insulation may be required for energy code compliance purposes. Check with the local building official for specific jurisdictional requirements.

c. In accordance with the 2012 and 2015 IRC Section P2904, partial residential sprinkler systems are permitted to be installed only when the entire dwelling unit is not required to be equipped with a residential sprinkler system. Check with the local building official for specific jurisdictional requirements.

Floor sheathing

1/2" gypsum boardor 5/8" wood

structural panel

I-joist

Floor sheathing

I-joist

Floor sheathing

I-joist


A

B

A

B

A

B

C

D

Floor sheathing


structural panel

I-joist

Floor sheathing

I-joist

Floor sheathing

I-joist


A

B

A

B

A

B

C

D

Floor sheathing


structural panel

I-joist

Floor sheathing

I-joist

Floor sheathing

I-joist


A

B

A

B

A

B

C

D

34

PROVIDING SOLUTIONS | FAQ'S

ROSBORO® X-BEAMS AND TREATED X-BEAMS

WHAT IS A NEXT-GENERATION GLULAM? X-Beam is the building industry's first full framing-width stock glulam in architectural appearance.

WHAT SIZES ARE INVENTORIED? X-Beam is available in 31/2" x 91/2", 117/8", and 14" Depths, 51/2" x 91/2", 117/8" 15", 18", 21" & 24" Depths and 63/4" x 15", 18", 21" & 24" Depths.

WHAT ARE THE ECOLOGICAL BENEFITS? X-Beam is made from renewable 2nd and 3rd generation forests. Glulam was green before green was a buzzword. An even better choice for today’s market, X-Beam is manufactured with wet-use adhesives that meet or exceed the most stringent global emission standards.

WHAT IS A TREATED GLULAM BEAM? Treated glulam is a Douglas Fir glulam beam manufactured by Rosboro Forest Products. It is an appearance grade beam that is treated with Hi-Clear II treatment gives the product a light honey color.

HOW TO TELL IF TREATED X-BEAMS ARE TREATED? Beams are finished to an Architectural Appearance and are sanded three sides prior to treatment. Grade stamps and treating stamps are applied to the top of the beam for easy identification.

SHOULD THE TREATED X-BEAMS BE FIELD TREATED, WHAT SHOULD BE USED? Rosboro Forest Products recommends that after field fabrication, trimming, hole drilling or minor surface damage, the produc should be sealed with 2% Copper Naphthenate solution, which is available at local home centers.

CAN YOU PAINT A TREATED X-BEAM? Yes, oil based stains or paints can be applied as a final finish once the treatment has flashed off.

CAN IT BE USED IN MARINE APPLICATIONS? Treated X-Beams should not be used in constant contact with water such as in a marine application. Usually glulams are exposed to water on an intermittent basis, which is followed by drying cycle.

WHERE CAN I FIND ROSBORO WARRANTIES? http://www.rosboro.com/

I-JOIST QUESTIONS

WHAT IS WAUSAU WOOD SYSTEMS CRITERIA FOR DESIGNING OF FLOOR OR ROOF SYSTEMS? Floors: Max. 0.50" total Load Deflection L/480 Min.

Roof: Up to 0.75" Total Load Deflection L/360 Min.

35

ANTHONY® POWER BEAM®

WHAT IS A POWER BEAM? Power Beam is a high strength glulam produced to compete wwith LVL and Parallam®.

IS POWER BEAM CAMBERED LIKE MOST GLULAMS? Camber is often manufactured into glulams to offset the long term deflection due to gravity loads thus reducing the adverse aesthetic effect of in-service deflections. The use of camber advantageous for long span members supporting large designing loads. Typical residential and light commercial beam and header applications do not require camber. In fact, camber manufactured into members used in these applications may never relax resulting in a permanent curvature. For this reason, standard 28F-E2 and 30F-E2 Power Beam is manufactured with zero camber for use in simple, continuous, and cantilevered span applications. Cambered Power Beam can, however, be produced on special order.

DOES IT LOOK LIKE A TYPICAL GLULAM? Power Beam is a framing appearance grade glulam and is not intended for architectural applications. Power Beam is side stamped with Anthony Forest Product trademarks and APA-EWS quality marks.

CAN YOU NOTCH OR DRILL HOLES IN POWER BEAM? Since glulams are highly engineered components manufactured from specifically selected and positioned lumber laminations, an improperly cut notch or hole drilled in the wrong location can significantly affect the member's structural performance. For this reason, field modifications such as notching, cutting, or drilling should be minimized and never done without a thorough understanding of the effects on the member's structural integrity.

WHERE CAN I FIND ANTHONY WARRANTIES? http://www.anthonyforest.com/

PROVIDING

SOLUTION

S | FAQ’S

LVL WEATHER-SHIELD

WHAT IS THE PURPOSE OF THE NEW WEATHER-REPELLENT SEALER FOR LVL? This new and improved coating is better than the previous wax sealer. It is a water-based sealer specifically formulated for PWC's laminated veneer lumber at no additional cost to you.

WHAT ARE THE BENEFITS? Provides a high-penetrating treated surface that is formulated to repel rain during storage and construction which also includes fungicide. It's still paint-able and glue-able as long as it's using standard sub-floor adhesives between the LVL and wood sub-flooring.

Innovation in Distribution

PRODUCT WARRANTY Pacific Woodtech Corporation warrants that its products will be free from manufacturing errors or defects in workmanship and material.

In addition, provided the product is correctly installed and used, Pacific Woodtech Corporation warrants the adequacy of its design for the normal and expected life of the structure.

This warranty is backed by the full resources of Pacific Woodtech Corporation and by underwritten product liability insurance.

WAUSAU WOODSYSTEMS

WAUSAUSUPPLY.COM

Wausau Wood Systems is a brand of Wausau Supply Co. we reserve the right to change the product features and specifications without prior notice. PL30071201 | 2016

wausau wood systems | engineered wood | 2016

Documents