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USER’S GUIDE
E N G I N E E R E D
W O O D
P R O D U C T S
TECHNICAL DATA FOR PWI JOISTS AND PWLVL HEADERS AND BEAMS
PACIFIC WOODTECH CORP
environment, and good for designers seeking strong, efficient and striking building design.
A FEW FACTS ABOUT WOOD We’re growing more wood every day. Forests fully cover one-third of the United States’ and onehalf of Canada’s land mass. American landowners plant more than two billion trees every year.
2
WOOD—THE MIRACLE MATERIAL
In addition, millions of trees seed naturally. The
Wood is the right choice for a host of
forest products industry, which comprises about
construction applications. It is the earth’s natural,
15 percent of forestland ownership, is responsible
energy efficient and renewable building material.
for 41 percent of replanted forest acreage. That
ENGINEERED WOOD IS A BETTER USE OF WOOD
works out to more than one billion trees a year, or
The miracle in today’s wood products is that they
high rate of replanting accounts for the fact that
make more efficient use of the wood fiber
each year, 27 percent more timber is grown than
resource to make stronger plywood, oriented
is harvested. Canada’s replanting record shows a
strand board, I-joists, glued laminated timbers
fourfold increase in the number of trees planted
and laminated veneer lumber. That’s good for the
between 1975 and 1990.
about three million trees planted every day. This
Life Cycle Assessment shows wood is the greenest building product. A 2004 CORRIM study gave scientific validation to the strength of wood as a green building product. In examining building products’ life cycles—from extraction of the raw material to demolition of the building at the end of its long lifespan—CORRIM found that wood was better for the environment than steel or concrete in terms of embodied energy, global warming potential, air emissions, water emissions, and solid waste production. For the complete details of the report, visit www.CORRIM.org. Manufacturing wood is energy efficient. Wood products made up 47 percent of all industrial raw materials manufactured in the United States, yet consumed only 4 percent of the energy needed to manufacture all industrial raw materials.
Materials
Percent of Production
Percent of Energy Use
Good news for a healthy planet. For every ton of wood grown, a young forest
Wood
47
4
produces 1.07 tons of oxygen and absorbs 1.47 tons of carbon dioxide.
Steel
23
48
Aluminum
2
8
Wood, the miracle material for the environment, for design, and for strong, lasting construction.. 3
TABLE OF CONTENTS PWI JOISTS JOIST DIMENSIONS
6
DESIGN PROPERTIES
7
SAFETY AND CONSTRUCTION PRECAUTIONS
8
STORAGE & HANDLING GUIDELINES
8
SYSTEM PERFORMANCE
8
ALLOWABLE FLOOR SPANS
9
ALLOWABLE FLOOR UNIFORM LOADS
10-12
FLOOR PLAN & DETAILS
13-16
CANTILEVER DETAILS
17-18
CANTILEVER REINFORCEMENT
19
FLOOR SYSTEMS
20
WEB STIFFENER REQUIREMENTS
21
HOLE SPECIFICATIONS
22-23
INSTALLATION NOTES
24
ALLOWABLE ROOF SPANS
25-28
ALLOWABLE ROOF UNIFORM LOADS
29-31
ROOF PLAN & DETAILS
32-35
FRAMING CONNECTORS
36
PWLVL HEADERS & BEAMS 1.8E HEADERS & BEAMS PRODUCT LINE
38
HANDLING & INSTALLATION
38
DESIGN PROPERTIES
39
FLOOR BEAMS
39
1- & 2-STORY GARAGE DOOR HEADERS
40
1- & 2-STORY WINDOW AND PATIO DOOR HEADERS
41
ALLOWABLE FLOOR UNIFORM LOADS
42-43
ALLOWABLE ROOF UNIFORM LOADS
44-47
2.0E HEADERS & BEAMS PRODUCT LINE
48
HANDLING & INSTALLATION
48
DESIGN PROPERTIES
49
FLOOR BEAMS
49
1- & 2-STORY GARAGE DOOR HEADERS
50
1- & 2-STORY WINDOW AND PATIO DOOR HEADERS
51
ALLOWABLE FLOOR UNIFORM LOADS
52-53
ALLOWABLE ROOF UNIFORM LOADS
54-57
BEARING DETAILS
58
BEARING LENGTH REQUIREMENTS
58
HOLE DETAILS
58
MULTIPLE-PLY BEAM ASSEMBLY
59
1.5E PWLVL RIM BOARD
60
2.0E COLUMNS
61
FRAMING CONNECTORS
62
SOFTWARE INFORMATION PW-KEYBUILD SOFTWARE
63
WARRANTY PACIFIC WOODTECH PRODUCT WARRANTY
BACK COVER
PWI JOISTS LVL FLANGES ICC-ES ESR-1225 n SBCCI 9724B n HUD SEB 1132 NYC MEA 233-98-M VOL. III n LAC RR25450
SAMPLE TRADEMARK Joist Depth
Mill Number
Generic Joist Series
Date of Manufacture
11-7/8" PWI-30
PACIFIC WOODTECH
1048 05/16/04
Inspection Agency Trademark
Evaluation Report Numbers
Performance Standard (optional)
APA EWS HUD SEB 1132 PRI-400 ICC-ES ESR-1225
WI 200258-W L.A.CITY RR 25450
S
JOIST
O
N
DIMENSIONS PWI JOIST DIMENSIONS
PWI 30
PWI 40
PWI 50
S
I
PWI 20
9¹⁄₂˝
9¹⁄₂˝
11⁷⁄₈˝
9¹⁄₄˝
9¹⁄₂˝
³⁄₈” OSB Web 1¹⁄₂” x 1¹⁄₂” Flange
11⁷⁄₈˝
14˝
11⁷⁄₈˝
9¹⁄₂˝
16˝
³⁄₈” OSB Web 2⁵⁄₁₆” x 1³⁄₈” Flange
16˝
14˝
³⁄₈” OSB Web 1³⁄₄” x 1¹⁄₂” Flange
N
³⁄₈” OSB Web 1³⁄₄” x 1³⁄₈” Flange
11⁷⁄₈˝
PWI 70
M
E
PWI 60
11⁷⁄₈˝
9¹⁄₂˝
14˝
11⁷⁄₈˝
16˝
14˝
18˝
16˝
20˝
I
9¹⁄₄˝
³⁄₈” OSB Web 2⁵⁄₁₆” x 1¹⁄₂” Flange
D
³⁄₈” OSB Web 2⁵⁄₁₆” x 1³⁄₈” Flange
PWI 90
O
I
S
T
PWI 77
9¹⁄₂˝
14˝
16˝
J
⁷⁄₁₆” OSB Web 2⁵⁄₁₆” x 1¹⁄₂” Flange
I
11⁷⁄₈˝
6
18˝
20˝
9¹|₂˝
11⁷⁄₈˝
14˝
16˝
18˝
⁷⁄₁₆” OSB Web 3¹⁄₂” x 1¹⁄₂” Flange
20˝
22˝
24˝
I -
DESIGN
J
PROPERTIES
O I
DESIGN PROPERTIES FOR PWI JOISTS(1)
PWI 20
PWI 40
IR(7) (lbs)
ER(8) (lbs)
k(9) (x 106 lbs)
2520
1120
1700
830
4.94
253
3265
1420
1700
830
6.18
9¹⁄₂”
PWI 3095
PRI-30
161
3225
1120
1905
945
4.94
11⁷⁄₈”
PWI 3011
PRI-30
280
4170
1420
1905
945
6.18
9¹⁄₄”
PWI 4092
PRI-40
181
2650
1080
2160
1080
4.80
9¹⁄₂”
PWI 4095
PRI-40
193
2735
1120
2160
1080
4.94
11⁷⁄₈”
PWI 4011
PRI-40
330
3545
1420
2500
1200
6.18
14”
PWI 4014
PRI-40
482
4270
1710
2500
1200
7.28
16”
PWI 4016
PRI-40
657
4950
1970
2500
1200
8.32
9¹⁄₂”
PWI 5095
PRI-50
186
3800
1120
2040
1015
4.94
11⁷⁄₈”
PWI 5011
PRI-50
322
4915
1420
2040
1015
6.18
14”
PWI 5014
PRI-50
480
5860
1710
2040
1015
7.28
16”
PWI 5016
PRI-50
663
6715
1970
2040
1015
8.32
9¹⁄₄”
PWI 6092
PRI-60
218
3665
1080
2160
1080
4.80
9¹⁄₂”
PWI 6095
PRI-60
231
3780
1120
2160
1080
4.94
11⁷⁄₈”
PWI 6011
PRI-60
396
4900
1420
2500
1200
6.18
14”
PWI 6014
PRI-60
584
5895
1710
2500
1200
7.28
16”
PWI 6016
PRI-60
799
6835
1970
2500
1200
8.32
11⁷⁄₈”
PWI 7011
PRI-70
440
6730
1420
2335
1160
6.19
14”
PWI 7014
PRI-70
644
8030
1710
2335
1160
7.33
16”
PWI 7016
PRI-70
873
9200
1970
2335
1160
8.42
18”
PWI 7018
–
1141
10355
2239
2335
1160
9.53
20”
PWI 7020
–
1447
11495
2506
2335
1160
10.63
9¹⁄₂”
PWI 7795
–
261
5155
1675
2780
1390
5.57
11⁷⁄₈”
PWI 7711
–
442
6675
1925
2780
1390
6.92
14”
PWI 7714
–
648
7960
2125
2780
1390
8.17
16”
PWI 7716
–
881
9120
2330
2780
1390
9.35
18”
PWI 7718
–
1152
10265
2535
2780
1390
10.55
20”
PWI 7720
–
1463
11395
2740
2780
1390
11.76
9¹⁄₂”
PWI 9095
PRI-90
392
7915
1675
3350
1400
5.57
11⁷⁄₈”
PWI 9011
PRI-90
661
10255
1925
3355
1400
6.92
14”
PWI 9014
PRI-90
965
12235
2125
3355
1400
8.17
16”
PWI 9016
PRI-90
1306
14020
2330
3355
1400
9.35
18”
PWI 9018
–
1703
15780
2535
3355
1400
10.55
20”
PWI 9020
–
2155
17520
2740
3355
1400
11.76
22”
PWI 9022
–
2664
19245
2935
4605 (10)
2400 (11)
12.97
24”
PWI 9024
–
3232
20955
3060
4605 (10)
2400 (11)
14.18
O
145
PRI-20
R
PRI-20
PWI 2011
P
PWI 2095
11⁷⁄₈”
N
9¹⁄₂”
G
PWI 90
V(6) (lbs)
I
PWI 77
M(5) (ft-lbs)
S
PWI 70
EI(4) (x 106 lbs-in2 )
E
PWI 60
APA PRI-400(2)
D
PWI 50
PWI Joist
T
PWI 30
PWI Joist Depth
S
PWI(3) Joist Series
P E
(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) PRI-400 joist series designation. Design properties meet or exceed the requirements of the PRI-400 Performance Standard for APA EWS I-Joists. (3) Pacific Woodtech Corporation proprietary joist series designation. (4) Bending stiffness (EI). (5) Moment capacity (M). The tabulated values shall not be increased by any code-allowed repetitive member factor. (6) Shear capacity (V). (7) Intermediate reaction capacity (IR) of the I-joist without web stiffeners and a minimum bearing length of 3¹⁄₂”-inches. (8) End reaction capacity (ER) of the I-joist without web stiffeners and a minimum bearing length of 1³⁄₄-inches. (9) 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: Center-Point Load: where: d = calculated deflection (in.) P = concentrated load (lbs) 4 2 3 5v, v, ____ ______ P, 2P, ___ _____ [1] d = [2] d = + v = uniform load (lbs/in.) + EI= bending stiffness of the PWI joist (lbs-in2) k 384EI 48EI k , = design span (in.) k = coefficient of shear deflection (lbs)
R T I E
(10) 2x4 web stiffeners required. Attach with 10 nails (3¹⁄₂” long x 0.131” diameter). (11) 2x4 web stiffeners required. Attach with 8 nails (3¹⁄₂” long x 0.131” diameter).
For additional information, please visit our Web site at www.pacificwoodtech.com
S
7
P E R F O R M A N C E
SAFETY & CONSTRUCTION PRECAUTIONS
&
These are general recommendations and in some cases, additional precautions may be required.
• Walking on the joists should not be permitted until they are properly braced.
• The ends of cantilevers must be temporarily braced on both the top and bottom flanges.
• All hangers, rim boards, rim joists and blocking at the end supports of the joists must be installed and nailed properly.
• Never overload sheathed joists with loads that exceed design loads.
• During installation, a minimum of 1 x 4 temporary bracing is required.
• Engineered wood products should be used in dry conditions only.
• 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.
• Only remove the bracing as the sheathing is attached.
• When stacking construction material, stack only over beams or walls, NOT on unsheathed joists.
S A F E T Y,
H A N D L I N G
STORAGE & HANDLING GUIDELINES STORAGE
HANDLING
• Installation guidelines from Pacific Woodtech 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 only. • 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.
• 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.
SYSTEM PERFORMANCE
T
Traditionally, floor vibration has not been an issue with a well-designed and constructed floor. The model code-required serviceability deflection requirements of span/360 for live load and span/240 for total load have long served to keep codeconforming floors stiff enough to minimize vibration-related problems. These deflection requirements were based on the use of traditional lumber framing and prevailing architectural norms. Spans in traditional lumber-framed structures seldom exceeded 14 – 16 feet.
J
O
I
S
With engineered wood products, however, designers are no longer limited by the capacities and lengths of traditional lumber structural elements. Spans unheard of just a few years ago are now common with engineered wood products. The traditional deflection limits may no longer be appropriate for the longer spans made possible by engineered wood products. For this reason, APA has voluntarily adopted a live load deflection criteria that is 33% stiffer than that required in the current model building codes. This deflection criteria was selected for increase because vibration loads are caused by transient or live loads, most often by people moving about the floor itself. By increasing the stiffness of the floor – using span/480 requirements instead of the more traditional span/360, the vibrations caused by a thundering herd of youngsters can be more easily tolerated. Designing the ideal floor is not, however,
I
• Do not cut, drill, or notch flanges.
INSTALLATION
8
an exact science. Because one of the benefits of a wood floor is its ability to cushion footfalls, it is not desirable to make every floor overly stiff. As usual, a one-size solution does not fit all. The selection of span/480 as a serviceability requirement is a compromise. It provides a substantial decrease in floor vibration with a minimal cost penalty without making the floor so stiff that comfort is compromised. Researchers have proposed a number of additional methods that can be used to reduce floor vibration even further. These methods include: • Gluing the wood structural panel floor to the PWI joists • Attaching wood structural panels or gypsum board to the bottom of the PWI floor joists • Decreasing the PWI floor joist spacing by one increment based on allowable span • Using full-depth blocking at regular intervals between all of the PWI floor joists over the entire floor • Adding concrete topping over the floor sheathing By far the most practical and most economical way to further increase the stiffness of your floor when using PWI joists is to select the most economical joist from our allowable span tables and then maintain the same joist designation but upgrade to the next net depth.
I -
ALLOWABLE FLOOR SPANS PWI Joist Series
PWI 30
PWI 77
PWI 90
24” o.c.
12” o.c.
16” o.c.
19.2” o.c.
24” o.c.
9¹⁄₂”
16’– 7”
15’– 2”
14’– 4”
13’– 5”
18’–1”
16’– 6”
15’– 7”
13’– 5”
11⁷⁄₈”
19’–10”
18’– 2”
17’– 2”
16’– 0”
21’– 8”
19’– 7”
16’– 9”
13’– 5”
9¹⁄₂”
17’–1”
15’– 8”
14’– 9”
13’–10”
18’– 7”
17’– 0”
16’–1”
15’– 0”
11⁷⁄₈”
20’– 5”
18’– 8”
17’– 8”
16’– 6”
22’– 3”
20’– 4”
18’–10”
15’– 0”
9¹⁄₄”
17’– 7”
16’–1”
15’– 2”
14’– 2”
19’– 2”
17’– 6”
16’–1”
14’– 4”
9¹⁄₂”
18’– 0”
16’– 5”
15’– 6”
14’– 6”
19’– 7”
17’–11”
16’– 4”
14’– 7”
11⁷⁄₈” 14”
21’– 5”
19’– 7”
18’– 6”
16’– 8”
23’– 4”
20’– 5”
18’– 7”
16’– 7”
24’– 4”
22’– 2”
20’– 6”
18’– 4”
25’–11”
22’– 5”
20’– 5”
18’– 3”
16”
26’–11”
24’– 3”
22’–1”
19’– 9”
27’–11”
24’– 2”
22’– 0”
19’– 8”
9¹⁄₂”
17’–10”
16’– 3”
15’– 4”
14’– 4”
19’– 5”
17’– 8”
16’– 8”
15’– 7”
11⁷⁄₈” 14”
21’– 4”
19’– 6”
18’– 4”
17’– 2”
23’– 2”
21’– 2”
20’– 0”
16’–1”
24’– 3”
22’– 2”
20’–11”
19’– 6”
26’– 6”
24’– 2”
20’– 2”
16’–1”
16”
27’– 0”
24’– 8”
23’– 3”
20’– 2”
29’– 5”
24’– 3”
20’– 2”
16’–1”
9¹⁄₄”
18’– 7”
17’– 0”
16’– 0”
14’–11”
20’– 3”
18’– 5”
17’– 5”
16’– 2”
9¹⁄₂”
18’–11”
17’– 4”
16’– 4”
15’– 3”
20’– 8”
18’–10”
17’– 9”
16’– 6”
11⁷⁄₈” 14”
22’– 7”
20’– 8”
19’– 6”
18’– 2”
24’– 8”
22’– 6”
21’– 2”
19’– 7”
25’– 9”
23’– 5”
22’– 2”
20’– 7”
28’– 0”
25’– 7”
24’–1”
19’– 9”
16”
28’– 6”
26’– 0”
24’– 6”
22’–10”
31’–1”
28’– 4”
24’– 9”
19’– 9”
11⁷⁄₈” 14”
23’– 4”
21’– 3”
20’–1”
18’– 8”
25’– 5”
23’– 2”
21’–10”
18’– 6”
26’– 6”
24’– 2”
22’– 9”
21’– 2”
28’–10”
26’– 3”
23’– 2”
18’– 6”
16”
29’– 3”
26’– 8”
25’– 2”
23’–1”
31’–11”
27’–10”
23’– 2”
18’– 6”
9¹⁄₂”
19’– 8”
17’–11”
16’–11”
15’– 9”
21’– 5”
19’– 6”
18’– 4”
17’–1”
11⁷⁄₈” 14”
23’– 4”
21’– 4”
20’–1”
18’– 9”
25’– 5”
23’– 2”
21’–10”
20’– 4”
26’– 6”
24’– 2”
22’–10”
21’– 3”
28’–11”
26’– 4”
24’–10”
22’– 0”
16”
29’– 4”
26’– 9”
25’– 3”
23’– 6”
32’– 0”
29’– 2”
27’– 6”
22’– 0”
9¹⁄₂”
22’– 2”
20’– 2”
19’– 0”
17’– 8”
24’–1”
21’–11”
20’– 7”
19’– 2”
11⁷⁄₈” 14”
26’– 4”
23’–11”
22’– 7”
21’– 0”
28’– 8”
26’–1”
24’– 6”
22’– 9”
29’–10”
27’– 2”
25’– 7”
23’– 9”
32’– 7”
29’– 7”
27’–10”
25’–10”
16”
33’– 0”
30’–1”
28’– 4”
26’– 4”
36’– 0”
32’– 9”
30’–10”
26’– 7”
A L L O W A B L E
PWI 70
19.2” o.c.
T
PWI 60
16” o.c.
S
PWI 50
12” o.c.
I
PWI 40
Multiple Span
PWI Joist Depth
O
PWI 20
Simple Span
J
ALLOWABLE SPANS FOR PWI JOISTS – 40 PSF LIVE LOAD AND 10 PSF DEAD LOAD
ALLOWABLE SPANS FOR PWI JOISTS – 40 PSF LIVE LOAD AND 20 PSF DEAD LOAD PWI Joist Series PWI 20 PWI 30
PWI 40
PWI 60
PWI 70
PWI 77
16” o.c.
19.2” o.c.
24” o.c.
12” o.c.
16” o.c.
19.2” o.c.
9¹⁄₂”
16’– 7”
15’– 2”
14’– 4”
12’–10”
18’–1”
15’– 8”
13’–11”
11’–1”
11⁷⁄₈”
19’–10”
17’–11”
16’– 4”
13’– 8”
20’– 8”
16’– 9”
13’–11”
11’–1”
9¹⁄₂”
17’–1”
15’– 8”
14’– 9”
13’–10”
18’– 7”
17’– 0”
15’– 8”
12’– 6”
11⁷⁄₈”
20’– 5”
18’– 8”
17’– 8”
15’– 7”
22’– 3”
18’–10”
15’– 8”
12’– 6”
9¹⁄₄”
17’– 7”
16’–1”
14’– 9”
13’– 2”
18’– 7”
16’–1”
14’– 8”
13’–1”
9¹⁄₂”
18’– 0”
16’– 5”
14’–11”
13’– 4”
18’–11”
16’– 4”
14’–11”
13’– 3”
11⁷⁄₈” 14”
21’– 5”
18’– 8”
17’–1”
15’– 3”
21’– 6”
18’– 7”
17’– 0”
15’– 2”
23’– 9”
20’– 6”
18’– 9”
16’– 9”
23’– 8”
20’– 5”
18’– 8”
16’– 5”
16”
25’– 7”
22’–1”
20’– 2”
18’– 0”
25’– 6”
22’– 0”
20’–1”
16’– 5”
9¹⁄₂”
17’–10”
16’– 3”
15’– 4”
14’– 4”
19’– 5”
17’– 8”
16’– 8”
13’– 5”
11⁷⁄₈” 14”
21’– 4”
19’– 6”
18’– 4”
16’– 9”
23’– 2”
20’– 2”
16’– 9”
13’– 5”
24’– 3”
22’– 2”
20’–11”
16’– 9”
26’– 6”
20’– 2”
16’– 9”
13’– 5”
16”
27’– 0”
24’– 8”
21’– 0”
16’– 9”
27’– 0”
20’– 2”
16’– 9”
13’– 5”
9¹⁄₄”
18’– 7”
17’– 0”
16’– 0”
14’–11”
20’– 3”
18’– 5”
17’– 3”
14’– 2”
9¹⁄₂”
18’–11”
17’– 4”
16’– 4”
15’– 3”
20’– 8”
18’–10”
17’– 6”
14’– 2”
11⁷⁄₈” 14”
22’– 7”
20’– 8”
19’– 6”
17’–11”
24’– 8”
21’–11”
20’– 0”
16’– 5”
25’– 9”
23’– 5”
22’– 0”
19’– 8”
27’–10”
24’–1”
20’– 7”
16’– 5”
16”
28’– 6”
26’– 0”
23’– 9”
19’–10”
30’– 0”
24’– 9”
20’– 7”
16’– 5”
11⁷⁄₈” 14”
23’– 4”
21’– 3”
20’–1”
18’– 8”
25’– 5”
23’– 2”
19’– 3”
15’– 4”
26’– 6”
24’– 2”
22’– 9”
19’– 2”
28’–10”
23’– 2”
19’– 3”
15’– 4”
16”
29’– 3”
26’– 8”
24’– 0”
19’– 2”
30’–11”
23’– 2”
19’– 3”
15’– 4”
9¹⁄₂”
19’– 8”
17’–11”
16’–11”
15’– 9”
21’– 5”
19’– 6”
18’– 4”
17’–1”
11⁷⁄₈” 14”
23’– 4”
21’– 4”
20’–1”
18’– 9”
25’– 5”
23’– 2”
21’–10”
18’– 4”
26’– 6”
24’– 2”
22’–10”
21’– 3”
28’–11”
26’– 4”
22’–11”
18’– 4”
16”
29’– 4”
26’– 9”
25’– 3”
23’– 0”
32’– 0”
27’– 7”
22’–11”
18’– 4”
9¹⁄₂”
22’– 2”
20’– 2”
19’– 0”
17’– 8”
24’–1”
21’–11”
20’– 7”
19’– 2”
11⁷⁄₈” 14”
26’– 4”
23’–11”
22’– 7”
21’– 0”
28’– 8”
26’–1”
24’– 6”
22’– 2”
29’–10”
27’– 2”
25’– 7”
23’– 2”
32’– 7”
29’– 7”
27’– 9”
22’– 2”
16”
33’– 0”
30’–1”
28’– 4”
23’– 2”
36’– 0”
32’– 9”
27’– 9”
22’– 2”
Notes: 1. Table values apply to uniformly loaded PWI joists. Use beam sizing software to analyze conditions outside of the scope of this table such as commercial floors, cantilevers or concentrated loads. 2. Span is measured from face to face of supports. Use beam sizing software to analyze multiple span PWI joists if the length of any span is less than half the length of an adjacent span.
24” o.c.
3. Live load deflection is limited to L/480. 4. Table values assume sheathing is glued and nailed to the PWI joists. Reduce spans by 12” if sheathing is nailed only. 5. Table values are based on 1³⁄₄” end and 3¹⁄₂” intermediate bearing lengths without web stiffeners.
9
S P A N S
PWI 90
Multiple Span
12” o.c.
F L O O R
PWI 50
Simple Span
PWI Joist Depth
L O A D S
ALLOWABLE FLOOR
UNIFORM LOADS PWI Joist Span (ft)
A L L O W A B L E
F L O O R
ALLOWABLE LOADS FOR PWI JOISTS (PLF)
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%
Live L/480
Total 100%
Live L/480
Total 100%
Live L/480
Total 100%
Live L/480
Total 100%
6
-
227
-
227
-
254
-
254
-
288
-
288
-
333
-
333
-
333
-
272
-
272
-
272
-
272
7
-
194
-
194
-
218
-
218
-
247
-
247
-
286
-
286
-
286
-
233
-
233
-
233
-
233
8
-
170
-
170
-
191
-
191
-
216
-
216
-
250
-
250
-
250
-
204
-
204
-
204
-
204
9
-
151
-
151
-
169
-
169
-
192
-
192
-
222
-
222
-
222
-
181
-
181
-
181
-
181
10
-
136
-
136
152
152
-
152
167
173
-
173
-
200
-
200
-
200
-
163
-
163
-
163
-
163
11
107
124
-
124
118
139
-
139
130
157
137
157
-
182
-
182
-
182
133
148
-
148
-
148
-
148
12
84
113
-
113
92
127
-
127
102
144
108
144
-
167
-
167
-
167
105
136
-
136
-
136
-
136
13
67
105
-
105
74
117
-
117
82
125
87
129
143
154
-
154
-
154
84
126
-
126
-
126
-
126
14
54
97
92
97
60
109
101
109
66
108
71
112
117
143
-
143
-
143
68
117
114
117
-
117
-
117
15
45
89
76
91
49
98
83
102
55
94
58
97
96
126
-
133
-
133
56
109
94
109
-
109
-
109
16
37
74
63
85
41
82
69
95
46
83
48
85
81
111
115
125
-
125
47
94
79
102
-
102
-
102
17
53
80
58
90
68
98
97
118
-
118
66
96
-
96
-
96
18
45
76
50
85
58
88
83
105
111
111
57
91
82
91
-
91
19
39
72
43
80
50
79
71
95
95
105
48
86
71
86
-
86
20
33
65
37
73
43
71
62
85
83
99
42
82
61
82
-
82
21
54
77
72
90
53
78
73
78
22
47
71
63
82
47
74
64
74
23
41
65
56
75
41
71
56
71
24
37
59
49
69
36
68
50
68
25
44
63
44
65
26
39
59
39
63
27
35
54
35
60
28
32
51
32
58
PWI 20 9¹⁄₂”
PWI 30 11⁷⁄₈”
9¹⁄₂”
PWI 40 11⁷⁄₈”
9¹⁄₄”
9¹⁄₂”
PWI 50 14”
11⁷⁄₈”
16”
14”
11⁷⁄₈”
16”
29 30 31 32
Notes: 1. See GENERAL NOTES below. 2. An L/480 live load deflection limit is recommended (see SYSTEM PERFORMANCE on page 8). For L/360 (minimum stiffness allowed by code), multiply an L/480 value by 1.33, but never exceed Total 100% value. 3. Total load deflection is limited to L/240.
T
GENERAL NOTES 3. Use beam sizing software to analyze conditions outside of the scope of this table such as cantilevers and concentrated loads. 4. Both live and total loads must be checked— live load against the Live column and total load against the Total column. When no value is shown in the Live column, total load will govern. 5. Verify that the deflection criteria conform to local building code requirements.
O
I
S
1. Table values apply to uniformly loaded simple or multiple span PWI joists. Span is measured from center to center of the minimum required bearing length. Use beam sizing software to analyze multiple span joists if the length of any span is less than half the length of an adjacent span. 2. This table does not account for added stiffness from glued or nailed sheathing.
PSF TO PLF CONVERSION – LOAD IN POUNDS PER LINEAL FOOT (PLF)
-
J
O.C. Spacing
Load in Pounds per Square Foot (psf)
(inches)
(feet)
20
25
30
35
40
45
50
55
60
65
70
12
1.00
20
25
30
35
40
45
50
55
60
65
70
75
16
1.33
27
33
40
47
53
60
67
73
80
87
93
100
19.2
1.60
32
40
48
56
64
72
80
88
96
104
112
120
24
2.00
40
50
60
70
80
90
100
110
120
130
140
150
o.c. spacing (ft) x load (psf) = load (plf)
I
9¹⁄₂”
10
75
6. Provide lateral support at bearing points and continuous lateral support along the compression flange of each PWI joist. 7. Table values are based on 1³⁄₄” end and 3¹⁄₂” intermediate bearing lengths without web stiffeners.
I -
ALLOWABLE FLOOR
J
UNIFORM LOADS
O
PWI Joist Span (ft)
ALLOWABLE LOADS FOR PWI JOISTS (PLF)
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%
Live L/480
Total 100%
6
-
288
-
288
-
333
-
333
-
333
-
311
-
311
-
311
-
311
-
311
7
-
247
-
247
-
286
-
286
-
286
-
267
-
267
-
267
-
267
-
267
8
-
216
-
216
-
250
-
250
-
250
-
234
-
234
-
234
-
234
-
234
9
-
192
-
192
-
222
-
222
-
222
-
208
-
208
-
208
-
208
-
208
10
-
173
-
173
-
200
-
200
-
200
-
187
-
187
-
187
-
187
-
187
11
152
157
-
157
-
182
-
182
-
182
-
170
-
170
-
170
-
170
-
170
12
120
144
127
144
-
167
-
167
-
167
-
156
-
156
-
156
-
156
-
156
13
96
133
102
133
-
154
-
154
-
154
-
144
-
144
-
144
-
144
-
144
14
79
123
83
123
137
143
-
143
-
143
-
133
-
133
-
133
-
133
-
133
15
65
115
68
115
113
133
-
133
-
133
124
125
-
125
-
125
-
125
-
125
16
54
108
57
108
95
125
-
125
-
125
104
117
-
117
-
117
-
117
-
117
17
80
118
115
118
-
118
88
110
-
110
-
110
-
110
-
110
18
68
111
98
111
-
111
75
104
-
104
-
104
-
104
-
104
19
59
105
85
105
-
105
65
98
92
98
-
98
-
98
-
98
20
51
98
73
100
98
100
56
93
80
93
-
93
-
93
-
93
21
64
95
86
95
70
89
-
89
-
89
-
89
22
56
91
75
91
61
85
82
85
-
85
-
85
23
49
87
67
87
54
81
72
81
-
81
-
81
24
44
82
59
83
48
78
64
78
-
78
-
78
25
53
80
57
75
74
75
-
75
26
47
77
51
72
66
72
-
72
27
42
74
46
69
59
69
-
69
28
38
70
41
67
53
67
-
67
29
48
64
61
64
30
44
62
55
62
31
40
60
50
60
32
46
58
33
42
57
34
38
55
35
35
53
PWI 60
PWI 70
I
9¹⁄₄”
9¹⁄₂”
14”
11⁷⁄₈”
16”
14”
11⁷⁄₈”
16”
18”
20”
S T A L L O W A B L E F L O O R
36 37 38 39 40 41 42 43 44
L O A D S
45 46 47 48
See notes on page 10.
11
L O A D S
ALLOWABLE FLOOR
UNIFORM LOADS
S
T
A L L O W A B L E
F L O O R
PWI Joist Span (ft)
ALLOWABLE LOADS FOR PWI JOISTS (PLF) PWI 77 9¹⁄₂”
I O
9¹⁄₂”
14”
11⁷⁄₈”
16”
18”
20”
22”
24”
-
371
-
371
-
371
-
371
-
371
-
371
-
447
-
447
-
447
-
447
-
447
-
447
-
614
-
614
-
318
-
318
-
318
-
318
-
318
-
318
-
383
-
383
-
383
-
383
-
383
-
383
-
526
-
526
8
-
278
-
278
-
278
-
278
-
278
-
278
-
335
-
336
-
336
-
336
-
336
-
336
-
461
-
461
9
-
247
-
247
-
247
-
247
-
247
-
247
-
298
-
298
-
298
-
298
-
298
-
298
-
409
-
409
10
-
222
-
222
-
222
-
222
-
222
-
222
-
268
-
268
-
268
-
268
-
268
-
268
-
368
-
368
11
181
202
-
202
-
202
-
202
-
202
-
202
-
244
-
244
-
244
-
244
-
244
-
244
-
335
-
335
12
143
185
-
185
-
185
-
185
-
185
-
185
200
223
-
224
-
224
-
224
-
224
-
224
-
307
-
307
13
115
171
-
171
-
171
-
171
-
171
-
171
162
206
-
206
-
206
-
206
-
206
-
206
-
283
-
283
14
94
159
152
159
-
159
-
159
-
159
-
159
133
191
-
192
-
192
-
192
-
192
-
192
-
263
-
263
15
77
148
126
148
-
148
-
148
-
148
-
148
111
179
177
179
-
179
-
179
-
179
-
179
-
246
-
246
16
65
129
106
139
-
139
-
139
-
139
-
139
93
168
150
168
-
168
-
168
-
168
-
168
-
230
-
230
17
89
131
128
131
-
131
-
131
-
131
127
158
-
158
-
158
-
158
-
158
-
217
-
217
18
76
124
109
124
-
124
-
124
-
124
109
149
-
149
-
149
-
149
-
149
-
205
-
205
19
65
117
94
117
-
117
-
117
-
117
94
141
133
141
-
141
-
141
-
141
-
194
-
194
20
57
111
81
111
109
111
-
111
-
111
81
134
116
134
-
134
-
134
-
134
-
184
-
184
21
71
106
95
106
-
106
-
106
101
128
-
128
-
128
-
128
-
175
-
175
22
62
101
83
101
-
101
-
101
89
122
118
122
-
122
-
122
-
167
-
167
23
55
97
73
97
95
97
-
97
79
117
105
117
-
117
-
117
-
160
-
160
24
49
93
65
93
84
93
-
93
70
112
93
112
-
112
-
112
-
154
-
154
25
58
89
75
89
-
89
83
107
106
107
-
107
-
147
-
147
26
52
86
67
86
84
86
74
103
95
103
-
103
-
142
-
142
27
47
82
60
82
76
82
67
99
86
99
-
99
131
136
-
136
28
42
79
54
79
68
79
60
96
78
96
-
96
118
132
-
132
29
49
77
62
77
70
93
88
93
107
127
-
127
30
45
74
56
74
64
89
80
89
98
123
117
123
31
41
72
51
72
58
87
73
87
89
119
107
119
32
47
70
67
84
82
115
98
115
33
43
67
61
81
75
112
90
112
34
39
65
56
79
69
108
83
108
35
36
64
52
77
63
105
76
105
36
58
102
70
102
37
54
100
65
100
38
50
97
60
97
39
56
94
40
52
92
41
49
90
42
45
88
46 47 48
See notes on page 10.
J
20”
7
45
-
18”
6
44
I
16”
Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total Live Total L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100% L/480 100%
43
12
14”
11⁷⁄₈”
PWI 90
I -
FRAMING & CONSTRUCTION
J O I
DETAILS
S
Figures on pages 17 & 18
Some framing requirements such as erection bracing and PWI blocking panels have been omitted for clarity.
F
Holes may be cut in web for plumbing, wiring and duct work. See table on page 23.
1g 1e
L
1d
T
COMMON PWI JOIST FLOOR FRAMING AND CONSTRUCTION DETAILS
NOTE: Never cut or notch flanges.
O
PWLVL headers PWLVL headers
O R
Figures on pages 17 & 18
1c
D
1b
1i 1n
1h
1i
1k
1m
T
1a
E
Use hangers recognized in current ICBO ES, SBCCI PST & ESI, BOCA ES, or NES reports.
A
1f
I L S 13
S L
FLOOR
I
DETAILS
T
A
TYPICAL PWI JOIST FLOOR FRAMING AND CONSTRUCTION DETAILS All nails shown in the details below are assumed to be common nails unless otherwise noted. 10d box nails may be substituted for 8d common shown in details. Individual components not shown to scale for clarity.
1a
PWI blocking panel
Rim board
1b
E
One 8d nail at top and bottom flange Attach rim board to top plate using 8d box toenails @ 6” o.c.
D
8d nails @ 6” o.c. (when used for lateral shear transfer, nail to bearing plate with same nailing as required for decking)
To avoid splitting flange, start nails at least 1¹⁄₂” from end of PWI joist. Nails may be driven at an angle to avoid splitting of bearing plate.
Attach PWI joist to top plate per 1b
R
One 8d face nail at each side at bearing
ALTERNATE
VERTICAL LOAD CAPACITY
O
1b
Sheathing
O
Rim board
Thickness
1.5E PWLVL Rim Board
1¹⁄₄”
3450 plf
Durastrand™ OSL Rim Board
1¹⁄₄”
5700 plf
³⁄₈” Web
2000 plf
⁷⁄₁₆” Web
2850 plf
1”
3300 plf
1¹⁄₈”
4400 plf
1¹⁄₈”
4850 plf
PWI Rim Joist / Blocking Panel
T
Attach rim board to top plate using 8d box toenails @ 6” o.c.
APA Rim Board Plus
One 8d nail at top and bottom flange
S
1c
I O J -
Attach PWI rim joist to top plate per 1a
I
PWI rim joist
Attach PWI rim joist to PWI floor joist with one nail at top and bottom. Nail must provide 1 inch minimum penetration into floor joist. For 2¹⁄₂” and 3¹⁄₂” flange widths, toenails may be used. Attach PWI joist per 1b
14
Vertical Load Capacity
APA Rim Board
F
L
Ledger attached with ¹⁄₂” diameter lag screws, or bolts with washers and nuts. Space as necessary per deck design.
Product (depths ≤ 16”)
Minimum 1³⁄₄” bearing required (2x6 bearing required for PWI rim joists with 2⁵⁄₁₆” or greater flange widths)
I
PWLVL or rim board blocking panel per 1a
1d
1e
-
¹⁄₁₆” for lumber squash blocks
J O
Pair of Squash Blocks
(lb) 4000
1¹⁄₈” Rim Board
3000
1” Rim Board
2700
1g
Load bearing wall above shall align vertically with the wall below. Other conditions such as offset walls are not covered by this detail.
F
Use single PWI joist for loads up to 2000 plf, double joists for loads up to 4000 plf (filler block not required)
1f
T
2x4
S
Provide lateral bracing per 1a, 1b, or 1c
Vertical load transfer per pair of squash blocks as shown:
I
Squash block
Solid block all posts from above to bearing below. Install squash blocks per 1d. Match bearing area of blocks below to post above.
L
PWI blocking required over all interior supports under load-bearing walls or when floor PWI joists are not continuous over supports.
O O
Provide backer for siding attachment unless nailable sheathing is used.
R
PWI joist attachment per detail 1b
Wall sheathing as required
8d nails at 6” o.c. PWI blocking panel
Rim board may be used in lieu of PWI joists. Backer is not required when rim board is used.
D
Material Thickness Required*
Minimum Depth**
1¹⁄₂” 1³⁄₄” 2⁵⁄₁₆” 2¹⁄₂” 3¹⁄₂”
¹⁹⁄₃₂” ²³⁄₃₂” 1” 1”
5¹⁄₂” 5¹⁄₂” 7¹⁄₄” 5¹⁄₂” 7¹⁄₄”
1¹⁄₂”
Backer block required (both sides for face-mounted hangers)
L
For hanger capacity see hanger manufacturer’s recommendations. Verify double PWI joist capacity to support concentrated loads.
15
S
* Minimum grade for backer block material shall be Utility grade SPF (south) or better for solid sawn lumber and Rated Sheathing grade for wood structural panels. ** For face-mount hangers use net PWI joist depth minus 3¹⁄₄” for joists with 1¹⁄₂” thick flanges. For 1⁵⁄₁₆” thick flanges use depth minus 2⁷⁄₈”.
Filler block per Figure A on page 18
I
Flange Width
A
BACKER BLOCKS (Blocks must be long enough to permit required nailing without splitting.)
T
Backer block (use if hanger load exceeds 250 lbs.) Before installing a backer block to a double PWI joist, drive 3 additional 10d nails through the webs and filler block where the backer block will fit. Clinch. Install backer tight to top flange. Use twelve 10d nails, clinched when possible. Maximum capacity for hanger for this detail = 1280 lb.
Double PWI joist header Note: Unless hanger sides laterally support the top flange, bearing stiffeners shall be used. (See Figure A on page 18.)
E
Top- or face-mounted hanger
1h
S
PWLVL beam
1k
2x plate flush with inside face of wall or beam
PWI BLOCKING PANELS
L
1i
T
A
I
PWI blocking panels prevent PWI floor joists from overturning and transfer loads through the floor system into the structure below.
Top- or face-mounted hanger installed per manufacturer’s recommendations
E
Note: Unless hanger sides laterally support the top flange, web stiffeners shall be used. (See Figure B on page 21)
Top-mounted hanger installed per manufacturer’s recommendations
R
D
Note: Unless hanger sides laterally support the top flange, web stiffeners shall be used. (See Figure B on page 21)
1m
1n
Do not bevel-cut PWI joist beyond inside face of wall Attach PWI joist per 1b
O
O
Install framing anchor per manufacturer’s recommendations (both sides of stringer)
Multiple PWI joist header with full depth filler block shown. PWLVL headers may also be used. Verify double joist capacity to support concentrated loads.
L
Note: PWI blocking required at bearing for lateral support, not shown for clarity.
F
Filler block, per Figure A on page 18
T
Maximum support capacity = 1280 lb.
Backer block attach per 1h. Nail with twelve 10d nails, clinch when possible.
PWI blocking panels may be used: 1. To stabilize PWI joists laterally at supports, as shown in Figures 1a and 1g. Lateral support is required during installation and is necessary to obtain design carrying capacity. 2. To transmit vertical loads up to 2,000 plf per PWI blocking panel in accordance with Figures 1a, 1c, 1f, and 1g.
J
O
I
S
3. For closures such as that shown in Figures 1a and 1e.
Note: See page 24 for additional installation recommendations.
I
Due to difference in depth and possible shrinkage, common framing lumber set on edge is unacceptable as blocking. PWI blocking panels must be cut to the proper length to fit between the PWI joists, and their depth must match the depth of the joists.
16
4. To transmit lateral forces to shear walls. Shear transfer nailing into the flanges must be specified by the building designer. 5. To provide lateral stability to walls.
I -
CANTILEVER
J O
DETAILS
I
PWI JOIST CANTILEVER DETAIL FOR INTERIOR BALCONIES
CANTILEVER DETAIL FOR EXTERIOR BALCONIES
S
PWI rim joist or rim board
Attach PWI joists to plate at all supports per Detail 1b
Cantilever extension supporting uniform floor loads only
A N
Lumber or wood structural panel closure
1¹⁄₂” x L 4’ minimum
T
L/4 4’ maximum, where L is PWI joist span
Note: Protect PWI joist from the weather.
2 x 8 min. Nail to backer block and PWI joist with 2 rows of 10d nails @ 6” o.c. and clinch. (Cantilever nails may be used to attach backer block if length of nail is sufficient to allow clinching.)
C
Rim board or wood structural panel
Full depth backer block with ¹⁄₈” gap between block and top flange of PWI joist. See Detail 1h. Nail with 2 rows of 10d nails @ 6” o.c. and clinch.
3¹⁄₂” min. bearing required
3¹⁄₂” min. bearing required
T
Attach PWI joists to plate at all supports per Detail 1b
Cantilever extension supporting uniform floor loads only
I
L 4’ maximum, where L is length of cantilever
PWI rim joist or rim board
L E
CANTILEVER DETAIL FOR VERTICAL BUILDING OFFSET
V
Method 1 SHEATHING REINFORCEMENT ONE SIDE
Method 2 SHEATHING REINFORCEMENT TWO SIDES
E
PWI blocking panel or rim board blocking. Attach per Detail 1g.
Use same installation as Method 1 but reinforce both sides of PWI joist with sheathing or rim board.
Str 6”
en g
th
axi s
D
Attach PWI joist to plate per Detail 1b
R
Rim board or wood structural panel closure (²³⁄₃₂” minimum thickness), attach per Detail 1b
en gth
axi s
T
2’– 0” maximum
E
Str
8d nails 2’– 0” minimum
Use nailing pattern shown for Method 1 with opposite face nailing offset by 3”
A
3¹⁄₂” min. bearing required
I
Note: APA RATED SHEATHING 48/24 (minimum thickness ²³⁄₃₂˝) required on sides of I-joist. Depth shall match the full height of the joist. Nail with 8d nails at 6˝ o.c., top and bottom flange. Install with face grain horizontal. Attach joist to plate at all supports per Detail 1b.
L S
17
S L
CANTILEVER DETAIL FOR VERTICAL BUILDING OFFSET
I
Alternate Method 2 DOUBLE PWI JOIST
PWI blocking panel or rim board blocking. Attach per Detail 1g.
T
A
Rim board or wood structural panel closure (²³⁄₃₂” minimum thickness). Attach per Detail 1b.
D
E
Block PWI joists together with filler blocks for the full length of the reinforcement. For joist flange widths greater than 3”, place an additional row of 10d nails along the centerline of the reinforcing panel from each side. Clinch when possible.
2’– 0” maximum
Face nail two rows 10d at 12” o.c. each side through one I-joist web and the filler block to other I-joist web. Offset nails from opposite face by 6”. Clinch if possible (four nails per foot required, except two nails per foot required if clinched).
R
4’– 0” minimum
V
E
Attach PWI joists to top plate at all supports per Detail 1b. 3¹⁄₂” min. bearing required.
FIGURE A
E
DOUBLE PWI JOIST CONSTRUCTION
L
TABLE A FILLER BLOCK REQUIREMENTS FOR DOUBLE PWI JOIST CONSTRUCTION
I
Filler blocking per Table A
T
PWI Joist Series
N
12”
A
¹⁄₈” gap between top flange and filler block
PWI 20 PWI 30
Offset nails from opposite face by 6”
C O
I
PWI 70
J
PWI 77
-
1¹⁄₈” 1¹⁄₈”
6³⁄₈”
1¹⁄₈”
8³⁄₄” 6¹⁄₈”
1¹⁄₈” 2”
6³⁄₈”
2”
8³⁄₄”
2”
10⁷⁄₈”
2”
16”
12⁷⁄₈”
2”
9¹⁄₂”
6³⁄₈”
1³⁄₈”
11⁷⁄₈” 14”
8³⁄₄”
1³⁄₈”
10⁷⁄₈”
1³⁄₈”
16”
12⁷⁄₈”
9¹⁄₄”
6¹⁄₈”
1³⁄₈” 2”
6³⁄₈”
2”
8³⁄₄”
2”
10⁷⁄₈”
2”
16”
12⁷⁄₈”
2”
11⁷⁄₈” 14”
8³⁄₄”
2”
10⁷⁄₈”
2”
16”
12⁷⁄₈”
2”
9¹⁄₂”
6³⁄₈”
2”
11⁷⁄₈” 14”
8³⁄₄”
2”
10⁷⁄₈”
2”
16”
12⁷⁄₈”
2”
9¹⁄₂”
6³⁄₈”
3”
11⁷⁄₈” 14”
8³⁄₄”
3”
10⁷⁄₈”
3”
12⁷⁄₈”
3”
9¹⁄₂” 11⁷⁄₈”
11⁷⁄₈” 14”
11⁷⁄₈” 14”
16”
18
Minimum Filler Block Thickness
8³⁄₄”
1³⁄₄” 1¹⁄₂”
2⁵⁄₁₆”
1³⁄₄”
9¹⁄₂” PWI 60
S
T
PWI 50
Maximum Filler Block Height 6³⁄₈”
11⁷⁄₈”
9¹⁄₂”
PWI 90
I
9¹⁄₂”
Flange Width
9¹⁄₄” PWI 40
Notes: 1. Support back of PWI 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 PWI joist flange. 3. Filler block is required between PWI joists for full length of span. 4. Nail PWI 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.
PWI Joist Depth
2⁵⁄₁₆”
2⁵⁄₁₆”
2⁵⁄₁₆”
3¹⁄₂”
I -
CANTILEVER
J
Hip trusses
Roof truss span Floor spans in accordance with PWI joist specifications
2’– 0” maximum cantilever
T
2’– 0” maximum cantilever
S
Girder truss
I
13’– 0” maximum
Roof trusses
Roof truss span
O
REINFORCEMENT
For hip roofs with the hip trusses running parallel to the cantilevered floor joists, the joist reinforcement requirements for a span of 26’, shall be permitted to be used.
See table below for PWI joist reinforcement requirements at cantilever.
C A N T I L E V E R
PWI-JOIST CANTILEVER REINFORCEMENT METHODS ALLOWED Roof Loadings PWI Joist Depth (in)
9¹⁄₂
11⁷⁄₈
16
TL = 35 psf LL not to exceed 20 psf
TL = 45 psf LL not to exceed 30 psf
PWI Joist Spacing (in)
TL = 55 psf LL not to exceed 40 psf
PWI Joist Spacing (in)
PWI Joist Spacing (in)
12
16
19.2
24
12
16
19.2
24
12
16
19.2
24
26
N
N
N
1, 2
N
N
1, 2
2
N
1, 2
2
X
28
N
N
1, 2
1, 2
N
N
1, 2
2
N
1, 2
2
X
30
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
2
X
32
N
N
1, 2
2
N
1, 2
1, 2
X
N
1, 2
2
X
34
N
N
1, 2
2
N
1, 2
2
X
N
2
X
X
36
N
N
1, 2
2
N
1, 2
2
X
N
2
X
X
26
N
N
N
1, 2
N
N
1, 2
1, 2
N
1, 2
1, 2
2
28
N
N
1, 2
1, 2
N
1, 2
1, 2
1, 2
N
1, 2
1, 2
2
30
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
1, 2
2
32
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
1, 2
2
34
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
2
2
36
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
2
2
38
N
1, 2
1, 2
2
N
1, 2
1, 2
2
1, 2
1, 2
2
X
26
N
N
N
1, 2
N
N
N
1, 2
N
N
1, 2
1, 2
28
N
N
N
1, 2
N
N
1, 2
1, 2
N
N
1, 2
2
30
N
N
N
1, 2
N
N
1, 2
1, 2
N
1, 2
1, 2
2
32
N
N
N
1, 2
N
N
1, 2
1, 2
N
1, 2
1, 2
2
34
N
N
N
1, 2
N
N
1, 2
2
N
1, 2
1, 2
2
36
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
1, 2
2
38
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
1, 2
2
40
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
2
2
26
N
N
N
1, 2
N
N
1, 2
1, 2
N
N
1, 2
1, 2
28
N
N
N
1, 2
N
N
1, 2
1, 2
N
1, 2
1, 2
2
30
N
N
N
1, 2
N
N
1, 2
1, 2
N
1, 2
1, 2
2
32
N
N
N
1, 2
N
N
1, 2
1, 2
N
1, 2
1, 2
2
34
N
N
1, 2
1, 2
N
N
1, 2
2
N
1, 2
1, 2
2
36
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
1, 2
2
38
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
2
2
40
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
2
2
42
N
N
1, 2
1, 2
N
1, 2
1, 2
2
N
1, 2
2
X
Notes: 1. N = No reinforcement required. (Web stiffeners required over supports.) 1 = I-joists reinforced with ²³⁄₃₂” wood structural panel on one side only. 2 = I-joists reinforced with ²³⁄₃₂” wood structural panel on both sides or double joist. X = Try a deeper I-joist or closer spacing. 2. Maximum load shall be: 15 psf roof dead load, 50 psf floor total load, and 80 plf wall load. Wall load is based on 3’– 0” maximum width window or door openings. For larger openings, or multiple 3’– 0” width openings spaced less than 6’– 0” o.c., additional I-joists beneath the opening’s cripple studs may be required.
3. Table applies to I-joists 12” to 24” o.c. Use 12” o.c. requirements for lesser spacings. 4. For conventional roof construction using a ridge beam, the Roof Truss Span column above is equivalent to the distance between the supporting wall and the ridge beam. When the roof is framed using a ridge board, the Roof Truss Span is equivalent to the distance between the supporting walls as if a truss is used.
19
R E I N F O R C E M E N T
14
Roof Truss Span (ft)
S M
FLOOR SYSTEMS ONE-HOUR FIRE-RATED SYSTEM WITH PWI JOISTS
T
E
For details, see U.L. Design No. L544 (illustrated below) with PWI joists spaced 24” o.c. maximum. Also see GA File No. FC5406 for generic, non-proprietary assembly. Also see APA code evaluation reports for joists with other floor deck and ceiling options. Construction adhesive at supports and T&G edges(3)
Y
S
²³⁄₃₂” T&G APA wood structural panels(1)
S
Resilient steel channels spaced 16” o.c.(2)
PWI joists spaced 24” o.c.
¹⁄₂” special* Type X gypsum wallboard ceiling (2 layers)
O
R
* For proprietary names, see latest U.L. Fire Resistance Directory. (1) Tests have shown that substitution of OSB or composite APA Rated Sturd-I-Floor for plywood panels in fire-rated single-layer assemblies will not jeopardize fire-resistance ratings. Substitution is based on equivalent panel thickness. OSB panels are listed as alternates to plywood for finish flooring in accordance with product evaluation reports for APA PRI trademarked I-joists. (2) For improved acoustical performance, gypsum wallboard is fastened to resilient metal furring channels in some assemblies. (3) Construction adhesive must conform to APA Specification AFG-01, or ASTM D3498.
NOISE-RATED FLOOR SYSTEM WITH PWI JOISTS
O
³⁄₄” APA Rated
Pad and carpet
T
F
L
1¹⁄₂” lightweight concrete
Resilient steel channels spaced 24” o.c.
S
PWI joists spaced 24” o.c.
3” glass fiber
I
⁵⁄₈” gypsum wallboard
Test Sponsor and Number(1)
Floor
G&H USDA 11 ST
Vinyl Tile
J
O
SOUND RATINGS FOR FLOORS USING PWI JOISTS
Carpet & Pad
-
G&H USDA 11x ST None
Deck
Gypsum Wallboard Ceiling
1¹⁄₂” of 100-pcf cellular concrete over ³⁄₄” APA Rated Sheathing subfloor on joists at 24” o.c.
⁵⁄₈” screwed to resilient metal channels
Insulation
STC Rating
IIC Rating
58
50
58
77
57
None
3” glass fiber
None
21.0
I
(1) USDA Forest Service Wood Construction Research (Seattle, WA); acoustical tests by Geiger & Hamme, Inc. (Ann Arbor, MI)
20
Weight (lbs./sq. ft.)
20.7
I -
WEB
J
STIFFENER
O I
REQUIREMENTS
S T
Web stiffeners are pairs of small blocks, typically cut from wood structural panels, 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 included in this guide, with the following exceptions:
W
(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.
E
(2) Web stiffeners are required to accommodate special connector nailing requirements. Refer to the connector manufacturer’s installation instructions.
B
(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.
S
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 ICC-ES ESR-1225.
T
(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.
I
FIGURE B
NUMBER OF WEB STIFFENER NAILS REQUIRED 24” & 22”
20” & 18” 16” & Less
Intermediate Support
10
8
4
All Other Conditions
8
6
4
Flange width 1³⁄₄” or less
Flange width greater than 1³|₄”
¹⁄₈”-¹⁄₄” Gap
±2”
Clinch
¹⁄₈”-¹⁄₄”
±2” OR
(Bearing Stiffener)
Gap
Tight Joint No Gap
±2”
E
±2”
END BEARING
(Load Stiffener)
(4) 8d nails, 10d required for I-joist with 3¹|₂” flange width
(4) 8d nails clinched
WEB STIFFENER SIZE REQUIRED
CONCENTRATED LOAD
F
Joist Depth
F
PWI JOIST WEB STIFFENER REQUIREMENTS
Minimum Dimensions
Thickness
Width
PWI 20
1³⁄₄”
¹₉⁄₃₂”
2⁵⁄₁₆”
2¹⁄₂” x 0.131”
PWI 30
1¹⁄₂”
¹⁵⁄₃₂”
2⁵⁄₁₆”
2¹⁄₂” x 0.131”
PWI 40
2⁵⁄₁₆”
1”
2⁵⁄₁₆”
2¹⁄₂” x 0.131”
PWI 50
1³⁄₄”
¹₉⁄₃₂”
2⁵⁄₁₆”
2¹⁄₂” x 0.131”
PWI 60
2⁵⁄₁₆”
1”
2⁵⁄₁₆”
2¹⁄₂” x 0.131”
PWI 70
2⁵⁄₁₆”
1”
2⁵⁄₁₆”
2¹⁄₂” x 0.131”
PWI 77
2⁵⁄₁₆”
1¹⁄₂”
3¹⁄₂”
3¹⁄₂” x 0.131”
PWI 90
3¹⁄₂”
1¹⁄₂”
3¹⁄₂”
3¹⁄₂” x 0.131”
Web Stiffeners
See table at left for No Gap web stiffener size requirements
Nails
No Gap
Gap
Tight Joint No Gap
E
Snug to Bottom
Snug to Bottom
R
Flange Width
N
Joist Series
Snug to Top
21
S
Web stiffener length is approximately ¹⁄₈” less than the clear distance between flanges.
S P E C I F I C A T I O N S
WEB HOLE SPECIFICATIONS One of the benefits of using PWI joists in residential floor construction is that holes may be cut in the joist webs to accommodate electrical wiring, plumbing lines and other mechanical systems, therefore minimizing the depth of the floor system.
Minimum Distance ‘D’ From Any Support to the Centerline of the Hole PWI Joist Series
PWI-20
RULES FOR CUTTING HOLES IN PWI JOISTS 1. The distance between the inside edge of the support and the centerline of any hole shall not be less than that shown in table on page 23. 2. PWI joist top and bottom flanges must NEVER be cut, notched, or otherwise modified.
PWI-30
PWI-40 PWI-60
3. Whenever possible field-cut holes should be centered on the middle of the web.
H O L E
4. The maximum size hole that can be cut into a PWI joist web shall equal the clear distance between the flanges of the joist minus ¹⁄₄”. A minimum of ¹⁄₈” should always be maintained between the top or bottom of the hole and the adjacent joist flange. 5. The sides of square holes or longest sides of rectangular holes should not exceed three fourths of the diameter of the maximum round hole permitted at that location.
W E B
6. Where more than one hole is necessary, the distance between adjacent hole edges shall exceed twice the diameter of the largest round hole or twice the size of the largest square hole (or twice the length of the longest side of the longest rectangular hole) and each hole must be sized and located in compliance with the requirements of table on page 23.
T
7. A knockout is not considered a hole, may be utilized anywhere it occurs and may be ignored for purposes of calculating minimum distances between holes.
J
O
I
S
8. 1¹⁄₂” holes shall be permitted anywhere in a cantilevered section of a PWI joist. Holes of greater size may be permitted subject to verification.
22
PWI-50
PWI-70
PWI-77
PWI-90
PWI Joist Span
Duct Hole Width 8”
10”
12”
14”
16”
8 ft.
3’– 7”
3’– 8”
3’–10”
12 ft.
5’– 5”
5’– 7”
5’– 9”
16 ft.
7’– 3”
7’– 5”
7’– 8”
20 ft.
9’–1”
9’– 4”
9’– 7”
8 ft.
3’– 9”
3’–10”
3’–11”
12 ft.
5’– 8”
5’– 9”
5’–11”
16 ft.
7’– 6”
7’– 8”
7’–11”
20 ft.
9’– 5”
9’– 8”
9’–10”
8 ft.
3’– 7”
3’– 8”
3’– 9”
3’–11”
12 ft.
5’– 5”
5’– 7”
5’– 8”
5’–10”
16 ft.
7’– 3”
7’– 5”
7’– 7”
7’–10”
20 ft.
9’–1”
9’– 4”
9’– 6”
9’– 9”
24 ft.
10’–11”
11’– 2”
11’– 5”
11’– 9”
28 ft.
12’– 9”
13’–1”
13’– 4”
13’– 8”
8 ft.
3’– 8”
3’– 9”
3’–10”
3’–11”
12 ft.
5’– 6”
5’– 7”
5’– 9”
5’–11”
16 ft.
7’– 4”
7’– 6”
7’– 9”
7’–11”
20 ft.
9’– 2”
9’– 5”
9’– 8”
9’–11”
24 ft.
11’– 0”
11’– 3”
11’– 7”
11’–11”
28 ft.
12’–10”
13’– 2”
13’– 7”
13’–11”
12 ft.
5’– 3”
5’– 5”
5’– 7”
5’– 9”
5’–11”
16 ft.
7’–1”
7’– 3”
7’– 5”
7’– 8”
7’–10”
20 ft.
8’–10”
9’–1”
9’– 4”
9’– 7”
9’–10”
24 ft.
10’– 7”
10’–11”
11’– 2”
11’– 6”
11’–10”
28 ft.
12’– 5”
12’– 9”
13’–1”
13’– 5”
13’– 9”
32 ft.
14’– 2”
14’– 7”
14’–11”
15’– 4”
15’– 9”
12 ft.
5’– 8”
5’– 9”
5’–11”
16 ft.
7’– 6”
7’– 8”
7’–10”
20 ft.
9’– 5”
9’– 8”
9’–10”
24 ft.
11’– 4”
11’– 7”
11’–10”
28 ft.
13’– 2”
13’– 6”
13’– 9”
32 ft.
15’–1”
15’– 5”
15’– 9”
12 ft.
5’– 7”
5’– 8”
5’–10”
5’–11”
16 ft.
7’– 6”
7’– 7”
7’– 9”
7’–11”
20 ft.
9’– 4”
9’– 6”
9’– 8”
9’–10”
24 ft.
11’– 3”
11’– 5”
11’– 8”
11’–10”
28 ft.
13’–1”
13’– 4”
13’– 7”
13’–10”
32 ft.
15’– 0”
15’– 3”
15’– 6”
15’–10”
For PWI-90 depths greater than 20”, use beam-sizing software to size and locate duct holes. See GENERAL NOTES on page 23.
9. A 1¹⁄₂” hole can be placed anywhere in the web provided that it meets the requirements of rule 6 on this page.
Never drill, cut or notch the flange, or over-cut the web.
10.For PWI joists with more than one span, use the longest span to determine hole location in either span.
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 PWI joists.
11.All holes shall be cut in a workman-like manner in accordance with the restrictions listed above.
I
DUCT HOLES
Holes in webs should be cut with a sharp saw.
I -
HOLES
J O
PWI JOIST TYPICAL HOLES D
D (see table)
Minimum 2x diameter of largest hole
I
(see table)
S T
Round holes up to 1¹⁄₂” in diameter may be cut anywhere in the web. Provide at least 3” of horizontal clearance from other holes
Duct Hole (full height)
Do not cut rectangular holes, or round holes larger than 1¹⁄₂” in diameter, in cantilevers
Round Hole Diameter
2”
3”
4”
5”
6"
6¹⁄₄”
8⁵⁄₈”
10”
Rectangular Hole Side
1¹⁄₂”
2¹⁄₄”
3”
3³⁄₄”
4¹⁄₂"
4¹⁄₂”
6¹⁄₄”
7¹⁄₂”
10³⁄₄” 8”
12”
12³⁄₄”
9”
9¹⁄₂”
14³⁄₄” 11”
16³⁄₄” 12¹⁄₂”
Minimum Distance ‘D’ From Any Support to the Centerline of the Hole
Span 8 ft.
1’– 0”
1’– 7”
2’– 1”
2’– 8”
3’– 2”
9¹⁄₄”
12 ft.
1’– 7”
2’– 5”
3’– 2”
4’– 0”
4’– 10”
16 ft.
2’– 1”
3’– 2”
4’– 3”
5’– 4”
6’– 5”
8 ft.
1’– 0”
1’– 6”
2’– 1”
2’– 7”
3’– 1”
3’– 3”
12 ft.
1’– 6”
2’– 4”
3’– 1”
3’– 11”
4’– 8”
4’– 11”
16 ft.
2’– 1”
3’– 1”
4’– 2”
5’– 3”
6’– 3”
6’– 6”
8 ft.
1’– 0”
1’– 1”
1’– 7”
2’– 0”
2’– 5”
2’– 6”
3’– 7”
12 ft.
1’– 0”
1’– 8”
2’– 4”
3’– 0”
3’– 8”
3’– 10”
5’– 4”
16 ft.
1’– 5”
2’– 3”
3’– 2”
4’– 0”
4’– 10”
5’– 1”
7’– 2”
20 ft.
1’– 9”
2’– 10”
3’– 11”
5’– 0”
6’– 1”
6’– 4”
8’– 11”
12 ft.
1’– 0”
1’– 1”
1’– 5”
2’– 0”
2’– 7”
2’– 9”
4’– 2”
5’– 0”
5’– 6”
16 ft.
1’– 0”
1’– 1”
1’– 10”
2’– 8”
3’– 6”
3’– 8”
5’– 7”
6’– 9”
7’– 4”
20 ft.
1’– 0”
1’– 4”
2’– 4”
3’– 4”
4’– 4”
4’– 7”
7’– 0”
8’– 5”
9’– 2”
24 ft.
1’– 0”
1’– 7”
2’– 10”
4’– 0”
5’– 3”
5’– 7”
8’– 5”
10’– 1”
11’– 0”
12 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 4”
1’– 6”
2’– 11”
3’– 9”
4’– 3”
5’– 0”
5’– 6”
16 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 10”
2’– 0”
3’– 11”
5’– 1”
5’– 8”
6’– 8”
7’– 4”
20 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 3”
2’– 3”
2’– 6”
4’– 11”
6’– 4”
7’– 1”
8’– 5”
9’– 2”
24 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 6”
2’– 9”
3’– 0”
5’– 11”
7’– 7”
8’– 6”
10’– 1”
11’– 0”
28 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 9”
3’– 2”
3’– 7”
6’– 11”
8’– 11”
10’– 0”
11’– 9”
12’– 10”
12 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
1’– 7”
2’– 5”
2’– 11”
3’– 8”
4’– 2”
5’– 5”
16 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
2’– 1”
3’– 3”
3’– 10”
4’– 11”
5’– 7”
7’– 3”
20 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
2’– 7”
4’– 1”
4’– 10”
6’– 2”
6’– 11”
9’– 1”
24 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
3’– 2”
4’– 11”
5’– 10”
7’– 5”
8’– 4”
10’– 10”
28 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
3’– 8”
5’– 8”
6’– 10”
8’– 8”
9’– 9”
12’– 8”
16 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
1’– 4”
1’– 9”
2’– 5”
3’– 5”
4’– 0”
5’– 8”
20 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
1’– 4”
2’– 3”
3’– 0”
4’– 3”
5’– 1”
7’– 1”
9’– 2”
24 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
1’– 4”
2’– 8”
3’– 8”
5’– 2”
6’– 1”
8’– 6”
11’– 0”
28 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
1’– 4”
3’– 2”
4’– 3”
6’– 0”
7’– 1”
9’– 11”
12’– 10”
32 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
1’– 5”
3’– 7”
4’– 10”
6’– 11”
8’– 1”
11’– 5”
14’– 8”
16 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
2’– 6”
3’– 3”
3’– 8”
4’– 5”
4’– 10”
5’– 11”
7’– 0”
20 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 4”
1’– 6”
3’– 2”
4’– 1”
4’– 8”
5’– 6”
6’– 0”
7’– 5”
8’– 10”
24 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 7”
1’– 10”
3’– 10”
4’– 11”
5’– 7”
6’– 7”
7’– 3”
8’– 11”
10’– 7”
28 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 11”
2’– 2”
4’– 5”
5’– 9”
6’– 6”
7’– 9”
8’– 6”
10’– 5”
12’– 4”
32 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
2’– 2”
2’– 5”
5’– 1”
6’– 7”
7’– 5”
8’– 10”
9’– 8”
11’– 11”
14’– 1”
16 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
1’– 9”
2’– 6”
2’– 11”
3’– 7”
4’– 0”
5’– 1”
6’– 1”
20 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
2’– 3”
3’– 2”
3’– 8”
4’– 6”
5’– 0”
6’– 4”
7’– 8”
24 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
2’– 8”
3’– 10”
4’– 5”
5’– 5”
6’– 0”
7’– 7”
9’– 2”
28 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
3’– 2”
4’– 5”
5’– 2”
6’– 4”
7’– 0”
8’– 10”
10’– 9”
32 ft.
1’– 0”
1’– 1”
1’– 2”
1’– 2”
1’– 3”
1’– 3”
3’– 7”
5’– 1”
5’– 11”
7’– 3”
8’– 0”
10’– 2”
12’– 3”
I
7’– 4”
F I C A
24”
C
22”
E
20”
P
18”
S
16”
E
14”
L
11⁷⁄₈”
O
Joist
9¹⁄₂”
H
ROUND AND RECTANGULAR HOLES
T I
GENERAL NOTES 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 1¹⁄₂“ inch diameter hole may be drilled anywhere in the web. Provide at least 3” of horizontal clearance from adjacent holes of any size.
N
2. Web holes may be located anywhere between the joist flanges. Leave at least ¹⁄₈“ clearance between the edges of holes and the flanges.
O
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.
5. 1¹⁄₂“ diameter holes are factory-scored in the web at 16” on center.
23
S
3. Do not cut rectangular holes, or round holes larger than 1¹⁄₂“ diameter, in cantilevers.
S E T O N N O I T A L
L
INSTALLATION NOTES
I
-
J
7.
24
Rim boards, rim joists, blocking panels or squash blocks shall be installed at I-joist supports where load-bearing walls are located directly above the supports.
10. Sheathing shall be fastened to I-joists and laminated veneer lumber in accordance with local building code provisions for wood framing members and the building designer’s installation instructions.
SHEATHING NAIL SPACING REQUIREMENTS I-Joist
Max
90 Min
Min
77 Max
Min
70 Max
60 Min
50
Max
40
Min
30
Max
20
Min
Nail Size
Max
6. Hangers and other metal connectors shall be installed in accordance with the connector manufacturer’s installation instructions.
Suspended loads should generally be attached to the joist web through filler blocks. Light loads may be suspended from the bottom flange. Refer to the building designer's installation instructions.
Min
I
5. I-joists and laminated veneer lumber shall be supported laterally in accordance with local building code provisions for wood framing members, except that bridging is not required in floor joist spans.
O
S
T
4. The minimum allowable I-joist bearing length is 13⁄4 inches at end supports and 31⁄2 inches at intermediate supports. The minimum allowable laminated veneer lumber bearing length is 11⁄2 inches at both end and intermediate supports. Longer bearing lengths may be required by the building designer.
9.
Max
I
3. Laminated veneer lumber (LVL) may be cut to length, ripped to depth or drilled as shown in the INSTALLATION DETAILS, otherwise do not notch LVL or drill holes larger than 11⁄2 inch diameter in LVL beams and headers.
I-joists shall be installed straight (1⁄2 inch maximum deviation) and plumb.
Max
N
S
2. I-joists may be cut to length, or cut as shown in the INSTALLATION DETAILS, otherwise I-joist flanges shall not be cut, notched or drilled. Holes may be cut in the I-joist web as shown in WEB HOLES.
8.
Min
T
A
1. I-joists and laminated veneer lumber shall be used in protected, dryuse conditions only. Separation from concrete and masonry shall be as provided in the local building code for wood that is not treated and not naturally durable.
8d box
3” 16” 3” 16” 2” 24” 2” 18” 2” 24” 2” 24” 2” 24” 2” 24”
8d common 10d or 12d box
3” 16” 3” 16” 2” 24” 2” 18” 2” 24” 2” 24” 2” 24” 2” 24”
Notes: A. If more than one row of nails is required, rows must be offset by at least ¹⁄₂” and staggered. B. 14 gauge staples may be substituted for 8d nails if staples penetrate the I-joist at least 1”. C. Do not use nails larger than those shown above when attaching sheathing to flanges of I-joists.
I -
ALLOWABLE ROOF SPANS
J
115% SNOW
O
Please refer to notes on page 27.
25 PSF LIVE LOAD – 15 PSF DEAD LOAD
PWI 20
19.2” o.c.
24” o.c.
9¹⁄₂”
19’– 2”
18’– 0”
16’– 7”
18’– 0”
16’– 11”
15’– 8”
16’– 8”
15’– 8”
14’– 6”
11⁷⁄₈”
23’– 1”
21’– 2”
18’– 11”
21’– 9”
20’– 5”
17’– 11”
20’– 1”
18’– 11”
16’– 8”
9¹⁄₂”
19’– 10”
18’– 7”
17’– 3”
18’– 8”
17’– 6”
16’– 3”
17’– 3”
16’– 3”
15’– 0”
11⁷⁄₈”
23’– 11”
22’– 5”
20’– 9”
22’– 6”
21’– 1”
19’– 7”
20’– 10”
19’– 7”
18’– 1”
9¹⁄₄”
20’– 7”
19’– 1”
17’– 0”
19’– 5”
18’– 3”
16’– 7”
17’– 11”
16’– 10”
15’– 7”
9¹⁄₂”
21’– 1”
19’– 4”
17’– 4”
19’– 10”
18’– 7”
16’– 10”
18’– 4”
17’– 3”
15’– 11”
11⁷⁄₈” 14”
24’– 3”
22’– 1”
19’– 9”
23’– 7”
21’– 6”
19’– 2”
22’– 0”
20’– 8”
18’– 6”
26’– 7”
24’– 3”
21’– 8”
25’– 11”
23’– 8”
21’– 1”
25’– 0”
22’– 9”
20’– 4”
16”
28’– 8”
26’– 2”
23’– 4”
27’– 11”
25’– 6”
22’– 9”
26’– 11”
24’– 7”
21’– 11”
9¹⁄₂”
20’– 9”
19’– 6”
18’– 1”
19’– 7”
18’– 5”
17’– 0”
18’– 1”
17’– 0”
15’– 9”
11⁷⁄₈” 14”
25’– 0”
23’– 6”
21’– 9”
23’– 7”
22’– 1”
20’– 6”
21’– 10”
20’– 6”
19’– 0”
28’– 7”
26’– 10”
22’– 9”
26’– 11”
25’– 4”
21’– 7”
24’– 11”
23’– 5”
20’– 1”
16”
31’– 11”
28’– 6”
22’– 9”
30’– 0”
27’– 0”
21’– 7”
27’– 10”
25’– 1”
20’– 1”
9¹⁄₄”
21’– 11”
20’– 7”
19’– 0”
20’– 8”
19’– 4”
17’– 11”
19’– 1”
17’– 11”
16’– 7”
9¹⁄₂”
22’– 4”
21’– 0”
19’– 5”
21’– 0”
19’– 9”
18’– 3”
19’– 6”
18’– 4”
16’– 11”
11⁷⁄₈” 14”
26’– 9”
25’– 2”
23’– 3”
25’– 3”
23’– 8”
21’– 11”
23’– 4”
21’– 11”
20’– 4”
30’– 6”
28’– 7”
25’– 6”
28’– 9”
27’– 0”
24’– 10”
26’– 8”
25’– 0”
23’– 2”
16”
33’– 9”
30’– 9”
27’– 6”
31’– 11”
30’– 0”
26’– 6”
29’– 7”
27’– 10”
24’– 7”
11⁷⁄₈” 14”
27’– 9”
26’– 1”
24’– 1”
26’– 1”
24’– 6”
22’– 9”
24’– 2”
22’– 9”
21’– 1”
31’– 6”
29’– 7”
26’– 1”
29’– 8”
27’– 11”
24’– 8”
27’– 6”
25’– 10”
23’– 0”
16”
34’– 11”
32’– 8”
26’– 1”
32’– 11”
30’– 11”
24’– 8”
30’– 6”
28’– 8”
23’– 0”
9¹⁄₂”
23’– 4”
21’– 11”
20’– 3”
21’– 11”
20’– 7”
19’– 1”
20’– 4”
19’– 1”
17’– 8”
11⁷⁄₈” 14”
27’– 10”
26’– 2”
24’– 2”
26’– 2”
24’– 7”
22’– 9”
24’– 3”
22’– 9”
21’– 1”
31’– 8”
29’– 9”
27’– 6”
29’– 10”
28’– 0”
25’– 11”
27’– 7”
25’– 11”
24’– 0”
16”
35’– 1”
33’– 0”
30’– 6”
33’– 1”
31’– 1”
28’– 9”
30’– 7”
28’– 9”
26’– 8”
9¹⁄₂”
26’– 8”
25’– 0”
23’– 2”
25’– 1”
23’– 7”
21’– 10”
23’– 3”
21’– 10”
20’– 3”
11⁷⁄₈” 14”
31’– 9”
29’– 10”
27’– 7”
29’– 11”
28’– 1”
26’– 0”
27’– 9”
26’– 1”
24’– 1”
36’– 1”
33’– 11”
31’– 5”
34’– 0”
31’– 11”
29’– 7”
31’– 6”
29’– 7”
27’– 5”
16”
40’– 0”
37’– 6”
34’– 9”
37’– 8”
35’– 4”
32’– 9”
34’– 10”
32’– 9”
30’– 4”
B
16” o.c.
A
PWI 90
24” o.c.
W
PWI 77
19.2” o.c.
L O
PWI 70
16” o.c.
L
PWI 60
Slopes over 8/12 up to 12/12
24” o.c.
A
PWI 50
Slopes over 4/12 up to 8/12
19.2” o.c.
T
PWI 40
Slope of 4/12 or less 16” o.c.
S
PWI 30
PWI Joist Depth
I
PWI Joist Series
L
30 PSF LIVE LOAD – 15 PSF DEAD LOAD
PWI 20 PWI 30
19.2” o.c.
24” o.c.
9¹⁄₂”
18’– 5”
17’– 3”
15’– 8”
17’– 4”
16’– 3”
15’–1”
16’–1”
15’–1”
14’– 0”
11⁷⁄₈”
21’–11”
20’– 0”
16’–10”
20’–11”
19’– 6”
16’– 0”
19’– 5”
18’– 3”
15’– 0”
9¹⁄₂”
19’– 0”
17’–10”
16’– 6”
18’– 0”
16’–10”
15’– 7”
16’– 8”
15’– 8”
14’– 6”
11⁷⁄₈”
22’–11”
21’– 7”
18’–10”
21’– 8”
20’– 4”
18’– 0”
20’–1”
18’–11”
16’–10”
9¹⁄₄”
19’– 9”
18’– 0”
16’–1”
18’– 8”
17’– 6”
15’– 8”
17’– 4”
16’– 3”
15’–1”
9¹⁄₂”
20’– 0”
18’– 3”
16’– 4”
19’–1”
17’–10”
15’–11”
17’– 9”
16’– 8”
15’– 5”
11⁷⁄₈” 14”
22’–10”
20’–10”
18’– 7”
22’– 4”
20’– 4”
18’– 2”
21’– 3”
19’– 8”
17’– 7”
25’–1”
22’–11”
20’– 5”
24’– 6”
22’– 4”
20’– 0”
23’– 9”
21’– 8”
19’– 4”
16”
27’–1”
24’– 8”
22’– 0”
26’– 5”
24’–1”
21’– 6”
25’– 7”
23’– 4”
20’–10”
9¹⁄₂”
20’– 0”
18’– 9”
17’– 4”
18’–10”
17’– 8”
16’– 5”
17’– 6”
16’– 5”
15’– 3”
11⁷⁄₈” 14”
24’– 0”
22’– 7”
20’– 3”
22’– 8”
21’– 4”
19’– 3”
21’–1”
19’– 9”
18’–1”
27’– 6”
25’– 4”
20’– 3”
25’–11”
24’– 2”
19’– 3”
24’–1”
22’– 8”
18’–1”
16”
30’– 6”
25’– 4”
20’– 3”
28’–11”
24’– 2”
19’– 3”
26’–10”
22’– 8”
18’–1”
9¹⁄₄”
21’–1”
19’– 9”
18’– 3”
19’–10”
18’– 8”
17’– 3”
18’– 5”
17’– 4”
16’– 0”
9¹⁄₂”
21’– 6”
20’– 2”
18’– 8”
20’– 3”
19’– 0”
17’– 7”
18’–10”
17’– 8”
16’– 4”
11⁷⁄₈” 14”
25’– 9”
24’– 2”
21’–11”
24’– 3”
22’–10”
21’–1”
22’– 7”
21’– 2”
19’– 7”
29’– 4”
26’–11”
24’–1”
27’– 8”
26’– 0”
23’– 6”
25’– 8”
24’– 2”
22’– 2”
16”
31’–10”
29’– 0”
24’–10”
30’– 9”
28’– 4”
23’– 8”
28’– 7”
26’–10”
22’– 2”
11⁷⁄₈” 14”
26’– 8”
25’– 0”
23’– 2”
25’– 2”
23’– 7”
21’–10”
23’– 4”
21’–11”
20’– 4”
30’– 4”
28’– 5”
23’– 2”
28’– 7”
26’–10”
22’–1”
26’– 7”
24’–11”
20’– 9”
16”
33’– 7”
29’–1”
23’– 2”
31’– 8”
27’– 8”
22’–1”
29’– 5”
25’–11”
20’– 9”
9¹⁄₂”
22’– 5”
21’– 0”
19’– 5”
21’–1”
19’–10”
18’– 4”
19’– 7”
18’– 5”
17’–1”
11⁷⁄₈” 14”
26’– 9”
25’–1”
23’– 3”
25’– 3”
23’– 8”
21’–11”
23’– 5”
22’– 0”
20’– 4”
30’– 5”
28’– 7”
26’– 5”
28’– 8”
26’–11”
24’–11”
26’– 8”
25’– 0”
23’– 2”
16”
33’– 9”
31’– 8”
27’– 8”
31’–10”
29’–11”
26’– 4”
29’– 7”
27’– 9”
24’– 9”
9¹⁄₂”
25’– 7”
24’– 0”
22’– 3”
24’– 2”
22’– 8”
21’– 0”
22’– 5”
21’–1”
19’– 6”
11⁷⁄₈” 14”
30’– 6”
28’– 8”
26’– 6”
28’–10”
27’–1”
25’–1”
26’– 9”
25’– 2”
23’– 3”
34’– 8”
32’– 7”
30’– 2”
32’– 9”
30’– 9”
28’– 6”
30’– 5”
28’– 7”
26’– 5”
16”
38’– 5”
36’–1”
33’– 5”
36’– 3”
34’–1”
31’– 6”
33’– 8”
31’– 8”
29’– 3”
S
16” o.c.
N
24” o.c.
P A
PWI 90
19.2” o.c.
S
PWI 77
16” o.c.
F
PWI 70
Slopes over 8/12 up to 12/12
24” o.c.
O
PWI 60
Slopes over 4/12 up to 8/12
19.2” o.c.
O
PWI 50
Slope of 4/12 or less 16” o.c.
R
PWI 40
PWI Joist Depth
E
PWI Joist Series
25
S P A
N
ALLOWABLE ROOF SPANS
S
40 PSF LIVE LOAD – 15 PSF DEAD LOAD PWI Joist Series
F
PWI 20
O
PWI 30
O
PWI 40
R
PWI 50
L
E
PWI 60
B
PWI 70
W
A
PWI 77
L O
PWI 90
PWI Joist Depth
Slope of 4/12 or less 16” o.c.
19.2” o.c.
Slopes over 4/12 up to 8/12
Slopes over 8/12 up to 12/12
24” o.c.
16” o.c.
19.2” o.c.
24” o.c.
16” o.c.
19.2” o.c.
24” o.c.
9¹⁄₂”
17’– 2”
15’–10”
13’– 9”
16’– 3”
15’– 3”
13’– 3”
15’– 2”
14’– 3”
12’– 6”
11⁷⁄₈”
19’–10”
17’– 3”
13’– 9”
19’– 5”
16’– 7”
13’– 3”
18’– 3”
15’– 9”
12’– 6”
9¹⁄₂”
17’– 9”
16’– 8”
15’– 5”
16’–10”
15’–10”
14’– 7”
15’– 8”
14’– 9”
13’– 7”
11⁷⁄₈”
21’– 5”
19’– 4”
15’– 5”
20’– 3”
18’– 7”
14’–10”
18’–11”
17’– 8”
14’–1”
9¹⁄₄”
17’–10”
16’– 3”
14’– 6”
17’– 6”
15’–11”
14’– 3”
16’– 4”
15’– 4”
13’–10”
9¹⁄₂”
18’– 2”
16’– 6”
14’– 9”
17’– 9”
16’– 2”
14’– 6”
16’– 8”
15’– 8”
14’–1”
11⁷⁄₈” 14”
20’– 8”
18’–10”
16’–10”
20’– 3”
18’– 6”
16’– 6”
19’– 9”
18’– 0”
16’–1”
22’– 9”
20’– 9”
18’– 6”
22’– 3”
20’– 4”
18’– 2”
21’– 8”
19’– 9”
17’– 8”
16”
24’– 6”
22’– 4”
19’–11”
24’– 0”
21’–11”
19’– 7”
23’– 4”
21’– 4”
18’– 6”
9¹⁄₂”
18’– 8”
17’– 6”
16’– 2”
17’– 8”
16’– 7”
15’– 4”
16’– 5”
15’– 5”
14’– 4”
11⁷⁄₈” 14”
22’– 5”
20’– 9”
16’– 7”
21’– 3”
19’–11”
15’–11”
19’–10”
18’– 7”
15’–1”
25’– 0”
20’– 9”
16’– 7”
24’– 0”
19’–11”
15’–11”
22’– 8”
18’–11”
15’–1”
16”
25’– 0”
20’– 9”
16’– 7”
24’– 0”
19’–11”
15’–11”
22’– 9”
18’–11”
15’–1”
9¹⁄₄”
19’– 8”
18’– 5”
17’– 0”
18’– 7”
17’– 5”
16’– 2”
17’– 4”
16’– 3”
15’–1”
9¹⁄₂”
20’– 0”
18’–10”
17’– 5”
19’– 0”
17’–10”
16’– 6”
17’– 8”
16’– 7”
15’– 4”
11⁷⁄₈” 14”
24’– 0”
22’– 2”
19’–10”
22’– 9”
21’– 4”
19’– 5”
21’– 3”
19’–11”
18’– 5”
26’– 9”
24’– 5”
20’– 4”
25’–11”
23’–11”
19’– 7”
24’– 2”
22’– 9”
18’– 6”
16”
28’–10”
25’– 6”
20’– 4”
28’– 3”
24’– 6”
19’– 7”
26’–10”
23’– 3”
18’– 6”
11⁷⁄₈” 14”
24’–11”
23’– 4”
19’– 0”
23’– 7”
22’–1”
18’– 3”
22’– 0”
20’– 8”
17’– 3”
28’– 4”
23’–10”
19’– 0”
26’–10”
22’–11”
18’– 3”
25’– 0”
21’– 8”
17’– 3”
16”
28’– 7”
23’–10”
19’– 0”
27’– 6”
22’–11”
18’– 3”
26’–1”
21’– 8”
17’– 3”
9¹⁄₂”
20’–11”
19’– 7”
18’– 2”
19’– 9”
18’– 7”
17’– 2”
18’– 5”
17’– 4”
16’– 0”
11⁷⁄₈” 14”
25’– 0”
23’– 5”
21’– 8”
23’– 8”
22’– 2”
20’– 6”
22’– 0”
20’– 8”
19’– 2”
28’– 5”
26’– 8”
22’– 8”
26’–11”
25’– 3”
21’– 9”
25’–1”
23’– 6”
20’– 8”
16”
31’– 6”
28’– 5”
22’– 8”
29’–10”
27’– 3”
21’– 9”
27’–10”
25’–10”
20’– 8”
9¹⁄₂”
23’–11”
22’– 5”
20’– 9”
22’– 8”
21’– 3”
19’– 8”
21’–1”
19’–10”
18’– 4”
11⁷⁄₈” 14”
28’– 6”
26’– 9”
24’– 9”
27’– 0”
25’– 4”
23’– 5”
25’– 2”
23’– 8”
21’–11”
32’– 5”
30’– 5”
27’– 5”
30’– 8”
28’–10”
26’– 4”
28’– 7”
26’–10”
24’–10”
16”
35’–11”
33’– 8”
27’– 5”
34’– 0”
31’–11”
26’– 4”
31’– 8”
29’– 9”
24’–11”
50 PSF LIVE LOAD – 15 PSF DEAD LOAD PWI Joist Series
L
PWI 20
A
PWI 30
T
PWI 40
S
PWI 50
I
PWI 60
O
PWI 70
J
PWI 77
I
115% SNOW
Please refer to notes on page 27.
PWI 90
26
PWI Joist Depth
Slope of 4/12 or less
Slopes over 4/12 up to 8/12
Slopes over 8/12 up to 12/12
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.
9¹⁄₂”
16’– 0''
14’– 7''
11’– 7''
15’– 5''
14’–1''
11’– 3''
14’– 4''
13’– 6''
10’– 9''
11⁷⁄₈”
17’– 7''
14’– 7''
11’– 7''
17’– 0''
14’–1''
11’– 3''
16’– 3''
13’– 6''
10’– 9''
9¹⁄₂”
16’– 9''
15’– 8''
13’–1''
15’–11”
14’–11”
12’– 7”
14’–11”
14’– 0”
12’–1”
11⁷⁄₈”
19’– 9”
16’– 5”
13’–1”
19’–1”
15’–10”
12’– 7”
17’–11”
15’–1”
12’–1”
9¹⁄₄”
16’– 5”
14’–11”
13’– 4”
16’– 2”
14’– 8”
13’– 2”
15’– 6”
14’– 4”
12’–10”
9¹⁄₂”
16’– 8”
15’– 2”
13’– 7”
16’– 5”
14’–11”
13’– 4”
15’–10”
14’– 7”
13’– 0”
11⁷⁄₈” 14”
19’– 0”
17’– 4”
15’– 6”
18’– 8”
17’–1”
15’– 3”
18’– 3”
16’– 8”
14’–10”
20’–11”
19’–1”
17’– 0”
20’– 7”
18’– 9”
16’– 8”
20’–1”
18’– 4”
15’–11”
16”
22’– 6”
20’– 6”
17’– 3”
22’– 2”
20’– 2”
16’– 8”
21’– 8”
19’– 9”
15’–11”
9¹⁄₂”
17’– 6”
16’– 5”
14’– 0”
16’– 8”
15’– 8”
13’– 6”
15’– 7”
14’– 8”
12’–11”
11⁷⁄₈” 14”
21’–1”
17’– 7”
14’– 0”
20’–1”
17’– 0”
13’– 6”
18’–10”
16’– 3”
12’–11”
21’– 2”
17’– 7”
14’– 0”
20’– 5”
17’– 0”
13’– 6”
19’– 6”
16’– 3”
12’–11”
16”
21’– 2”
17’– 7”
14’– 0”
20’– 5”
17’– 0”
13’– 6”
19’– 6”
16’– 3”
12’–11”
9¹⁄₄”
18’– 6”
17’– 4”
14’–10”
17’– 7”
16’– 6”
14’– 4”
16’– 5”
15’– 5”
13’– 8”
9¹⁄₂”
18’–10”
17’– 8”
14’–10”
17’–11”
16’–10”
14’– 4”
16’– 9”
15’– 9”
13’– 8”
11⁷⁄₈” 14”
22’– 5”
20’– 5”
17’– 3”
21’– 6”
20’–1”
16’– 8”
20’– 2”
18’–11”
15’–11”
24’– 7”
21’– 7”
17’– 3”
24’– 2”
20’–10”
16’– 8”
22’–11”
19’–11”
15’–11”
16”
25’–11”
21’– 7”
17’– 3”
25’–1”
20’–10”
16’– 8”
24’– 0”
19’–11”
15’–11”
11⁷⁄₈” 14”
23’– 5”
20’– 2”
16’–1”
22’– 4”
19’– 6”
15’– 6”
20’–10”
18’– 7”
14’–10”
24’– 3”
20’– 2”
16’–1”
23’– 5”
19’– 6”
15’– 6”
22’– 4”
18’– 7”
14’–10”
16”
24’– 3”
20’– 2”
16’–1”
23’– 5”
19’– 6”
15’– 6”
22’– 4”
18’– 7”
14’–10”
9¹⁄₂”
19’– 8”
18’– 5”
17’–1”
18’– 9”
17’– 7”
16’– 3”
17’– 6”
16’– 5”
15’– 2”
11⁷⁄₈” 14”
23’– 6”
22’– 0”
19’– 2”
22’– 4”
21’– 0”
18’– 6”
20’–11”
19’– 8”
17’– 8”
26’– 9”
24’– 0”
19’– 2”
25’– 5”
23’– 3”
18’– 6”
23’–10”
22’– 2”
17’– 8”
16”
28’–11”
24’– 0”
19’– 2”
27’–11”
23’– 3”
18’– 6”
26’– 5”
22’– 2”
17’– 8”
9¹⁄₂”
22’– 6”
21’–1”
19’– 6”
21’– 5”
20’–1”
18’– 7”
20’– 0”
18’–10”
17’– 5”
11⁷⁄₈” 14”
26’–10”
25’– 2”
23’– 2”
25’– 7”
24’– 0”
22’– 2”
23’–11”
22’– 5”
20’– 9”
30’– 5”
28’– 7”
23’– 2”
29’– 0”
27’– 3”
22’– 5”
27’– 2”
25’– 6”
21’– 5”
16”
33’– 9”
29’–1”
23’– 2”
32’– 2”
28’–1”
22’– 5”
30’–1”
26’–10”
21’– 5”
I -
ALLOWABLE ROOF SPANS 125% NON-SNOW
J O I
pe Slo for e l Tab Use
T
PWI Roof Joist Span
S
Notes: 1. Table values apply to uniformly loaded simple or multiple span PWI joists. Span is the horizontal distance from face to face of supports. Use beam sizing software to analyze multiple span joists if the length of any span is less than half the length of an adjacent span. 2. Roofs must be sloped at least ¹⁄₄” in 12” to assure drainage. 3. Live load deflection is limited to L/240. Total load deflection is limited to L/180. Verify that the deflection criteria conform to local building code requirements. 4. Table values are based on 1³⁄₄” end and 3¹⁄₂” intermediate bearing lengths without web stiffeners.
Measured Horizontally
A L
20 PSF LIVE LOAD – 10 PSF DEAD LOAD
PWI 20 PWI 30
24” o.c.
16” o.c.
19’–10”
18’– 5”
19’–11”
18’– 9”
17’– 4”
18’– 6”
17’– 5”
16’–1”
11⁷⁄₈”
25’– 6”
24’– 0”
22’– 2”
24’–1”
22’– 7”
20’–11”
22’– 4”
21’– 0”
19’– 5”
9¹⁄₂”
21’–11”
20’– 7”
19’– 0”
20’– 8”
19’– 5”
18’– 0”
19’– 2”
18’– 0”
16’– 8”
11⁷⁄₈”
26’– 5”
24’– 9”
22’–11”
24’–11”
23’– 4”
21’– 8”
23’–1”
21’– 8”
20’–1”
9¹⁄₄”
22’– 9”
21’– 4”
19’– 9”
21’– 6”
20’– 2”
18’– 8”
19’–11”
18’– 9”
17’– 4”
9¹⁄₂”
23’– 3”
21’–10”
20’– 3”
21’–11”
20’– 7”
19’–1”
20’– 4”
19’–1”
17’– 9”
11⁷⁄₈” 14”
27’–10”
26’– 2”
23’–10”
26’– 3”
24’– 8”
22’–10”
24’– 5”
22’–11”
21’– 3”
31’– 8”
29’– 4”
26’– 2”
29’–10”
28’–1”
25’– 7”
27’– 8”
26’– 0”
24’–1”
16”
34’– 7”
31’– 7”
28’– 2”
33’– 2”
30’–10”
27’– 7”
30’– 9”
28’–11”
26’– 8”
9¹⁄₂”
23’– 0”
21’– 7”
20’– 0”
21’– 8”
20’– 4”
18’–10”
20’–1”
18’–11”
17’– 6”
11⁷⁄₈” 14”
27’– 8”
25’–11”
24’– 0”
26’–1”
24’– 6”
22’– 8”
24’– 2”
22’– 9”
21’–1”
31’– 7”
29’– 8”
27’– 6”
29’–10”
28’– 0”
25’–11”
27’– 8”
26’– 0”
24’–1”
16”
35’– 3”
33’–1”
30’– 8”
33’– 3”
31’– 3”
28’–11”
30’–10”
29’– 0”
26’–10”
9¹⁄₄”
24’– 2”
22’– 9”
21’–1”
22’–10”
21’– 5”
19’–10”
21’– 2”
19’–11”
18’– 5”
9¹⁄₂”
24’– 8”
23’– 2”
21’– 6”
23’– 3”
21’–10”
20’– 3”
21’– 7”
20’– 4”
18’–10”
11⁷⁄₈” 14”
29’– 7”
27’–10”
25’– 9”
27’–11”
26’– 3”
24’– 3”
25’–11”
24’– 4”
22’– 7”
33’– 9”
31’– 8”
29’– 4”
31’–10”
29’–11”
27’– 8”
29’– 6”
27’– 9”
25’– 8”
16”
37’– 6”
35’– 2”
32’– 7”
35’– 4”
33’– 3”
30’– 9”
32’–10”
30’–10”
28’– 7”
11⁷⁄₈” 14”
30’– 8”
28’– 9”
26’– 8”
28’–11”
27’– 2”
25’– 2”
26’–10”
25’– 3”
23’– 4”
34’–10”
32’– 9”
30’– 4”
32’–10”
30’–11”
28’– 7”
30’– 6”
28’– 8”
26’– 7”
16”
38’– 7”
36’– 3”
33’– 7”
36’– 5”
34’– 3”
31’– 8”
33’–10”
31’– 9”
29’– 5”
9¹⁄₂”
25’– 9”
24’– 2”
22’– 5”
24’– 3”
22’–10”
21’–1”
22’– 6”
21’– 2”
19’– 7”
11⁷⁄₈” 14”
30’– 9”
28’–10”
26’– 9”
29’– 0”
27’– 3”
25’– 3”
26’–11”
25’– 3”
23’– 5”
34’–11”
32’–10”
30’– 5”
33’– 0”
31’– 0”
28’– 8”
30’– 7”
28’– 9”
26’– 8”
16”
38’– 9”
36’– 5”
33’– 9”
36’– 7”
34’– 4”
31’–10”
33’–11”
31’–11”
29’– 7”
9¹⁄₂”
29’– 6”
27’– 8”
25’– 7”
27’–10”
26’–1”
24’– 2”
25’–10”
24’– 3”
22’– 5”
11⁷⁄₈” 14”
35’–1”
33’– 0”
30’– 6”
33’– 2”
31’– 2”
28’–10”
30’– 9”
28’–11”
26’– 9”
39’–11”
37’– 6”
34’– 8”
37’– 8”
35’– 4”
32’– 9”
34’–11”
32’–10”
30’– 5”
16”
44’– 2”
41’– 6”
38’– 5”
41’– 8”
39’– 2”
36’– 3”
38’– 8”
36’– 4”
33’– 8”
O
24” o.c.
21’– 2”
O
19.2” o.c.
9¹⁄₂”
R
PWI 90
Slopes over 8/12 up to 12/12
19.2” o.c.
E
PWI 77
16” o.c.
L
PWI 70
Slopes over 4/12 up to 8/12
24” o.c.
B
PWI 60
19.2” o.c.
A
PWI 50
Slope of 4/12 or less 16” o.c.
W
PWI 40
PWI Joist Depth
L O
PWI Joist Series
F S P A N S 27
S N
ALLOWABLE ROOF SPANS
P A
125% NON-SNOW
S
Please refer to notes on page 27. 20 PSF LIVE LOAD – 15 PSF DEAD LOAD PWI Joist Series
F
PWI 20
O
PWI 30
R
O
PWI 40
PWI 50
L
E
PWI 60
B
PWI 70
W
A
PWI 77
L O
PWI 90
Slope of 4/12 or less 16” o.c.
19.2” o.c.
Slopes over 4/12 up to 8/12
24” o.c.
16” o.c.
Slopes over 8/12 up to 12/12
19.2” o.c.
24” o.c.
16” o.c.
19.2” o.c.
24” o.c.
9¹⁄₂”
20’– 0”
18’–10”
17’– 5”
18’–10”
17’– 8”
16’– 4”
17’– 4”
16’– 4”
15’–1”
11⁷⁄₈”
24’– 2”
22’– 8”
21’– 0”
22’– 8”
21’– 4”
19’– 9”
20’–11”
19’– 8”
18’– 3”
9¹⁄₂”
20’– 9”
19’– 6”
18’– 0”
19’– 6”
18’– 3”
16’–11”
18’– 0”
16’–10”
15’– 8”
11⁷⁄₈”
25’– 0”
23’– 6”
21’– 9”
23’– 5”
22’– 0”
20’– 5”
21’– 8”
20’– 4”
18’–10”
9¹⁄₄”
21’– 7”
20’– 3”
18’– 9”
20’– 3”
19’– 0”
17’– 7”
18’– 8”
17’– 6”
16’– 3”
9¹⁄₂”
22’– 0”
20’– 8”
19’– 2”
20’– 8”
19’– 5”
18’– 0”
19’–1”
17’–11”
16’– 7”
11⁷⁄₈” 14”
26’– 5”
24’– 7”
22’– 0”
24’– 9”
23’– 3”
21’– 4”
22’–10”
21’– 6”
19’–11”
29’– 8”
27’– 0”
24’– 2”
28’– 2”
26’– 3”
23’– 5”
26’– 0”
24’– 5”
22’– 6”
16”
31’–11”
29’– 2”
26’– 0”
31’– 0”
28’– 3”
25’– 3”
28’–10”
27’–1”
24’– 3”
9¹⁄₂”
21’– 9”
20’– 5”
18’–11”
20’– 5”
19’– 2”
17’– 9”
18’–10”
17’– 8”
16’– 5”
11⁷⁄₈” 14”
26’– 2”
24’– 7”
22’– 9”
24’– 7”
23’–1”
21’– 4”
22’– 8”
21’– 4”
19’– 9”
29’–11”
28’–1”
26’– 0”
28’–1”
26’– 5”
24’– 5”
25’–11”
24’– 5”
22’– 7”
16”
33’– 4”
31’– 4”
28’– 3”
31’– 4”
29’– 5”
26’– 7”
28’–11”
27’– 2”
24’– 6”
9¹⁄₄”
22’–11”
21’– 6”
19’–11”
21’– 6”
20’– 3”
18’– 9”
19’–10”
18’– 8”
17’– 3”
9¹⁄₂”
23’– 4”
21’–11”
20’– 4”
21’–11”
20’– 7”
19’–1”
20’– 3”
19’– 0”
17’– 7”
11⁷⁄₈” 14”
28’– 0”
26’– 4”
24’– 4”
26’– 4”
24’– 9”
22’–11”
24’– 4”
22’–10”
21’– 2”
31’–11”
30’– 0”
27’– 9”
30’– 0”
28’– 2”
26’–1”
27’– 8”
26’– 0”
24’–1”
16”
35’– 6”
33’– 4”
30’– 8”
33’– 4”
31’– 4”
29’– 0”
30’– 9”
28’–11”
26’– 9”
11⁷⁄₈” 14”
29’– 0”
27’– 3”
25’– 3”
27’– 3”
25’– 7”
23’– 8”
25’– 2”
23’– 8”
21’–11”
33’– 0”
31’– 0”
28’– 8”
31’– 0”
29’–1”
26’–11”
28’– 7”
26’–11”
24’–11”
16”
36’– 7”
34’– 4”
31’– 9”
34’– 4”
32’– 3”
29’–10”
31’– 8”
29’– 9”
27’– 7”
9¹⁄₂”
24’– 4”
22’–11”
21’– 2”
22’–11”
21’– 6”
19’–11”
21’– 2”
19’–10”
18’– 5”
11⁷⁄₈” 14”
29’–1”
27’– 4”
25’– 4”
27’– 4”
25’– 8”
23’– 9”
25’– 3”
23’– 8”
21’–11”
33’–1”
31’–1”
28’– 9”
31’–1”
29’– 2”
27’–1”
28’– 8”
27’– 0”
25’– 0”
16”
36’– 8”
34’– 6”
31’–11”
34’– 6”
32’– 5”
30’– 0”
31’–10”
29’–11”
27’– 8”
9¹⁄₂”
27’–11”
26’– 2”
24’– 3”
26’– 2”
24’– 7”
22’– 9”
24’– 2”
22’– 9”
21’– 0”
11⁷⁄₈” 14”
33’– 3”
31’– 3”
28’–11”
31’– 3”
29’– 4”
27’– 2”
28’–10”
27’–1”
25’–1”
37’– 9”
35’– 6”
32’–10”
35’– 6”
33’– 4”
30’–10”
32’– 9”
30’– 9”
28’– 6”
16”
41’–10”
39’– 3”
36’– 4”
39’– 3”
36’–11”
34’– 2”
36’– 3”
34’–1”
31’– 7”
24” o.c.
16” o.c.
20 PSF LIVE LOAD – 20 PSF DEAD LOAD PWI Joist Series
L
PWI 20
A
PWI 30
T
PWI 40
S
PWI 50
I
PWI 60
O
PWI 70
J
PWI 77
I
PWI Joist Depth
PWI 90
28
PWI Joist Depth
Slope of 4/12 or less 16” o.c.
19.2” o.c.
Slopes over 4/12 up to 8/12
Slopes over 8/12 up to 12/12
19.2” o.c.
24” o.c.
16” o.c.
19.2” o.c.
24” o.c.
9¹⁄₂”
19’–1”
17’–11”
16’– 7”
17’–10”
16’– 9”
15’– 6”
16’– 5”
15’– 5”
14’– 3”
11⁷⁄₈”
23’– 0”
21’– 8”
19’– 8”
21’– 7”
20’– 3”
18’– 9”
19’–10”
18’– 7”
17’– 3”
9¹⁄₂”
19’– 9”
18’– 7”
17’– 2”
18’– 6”
17’– 5”
16’–1”
17’– 0”
16’– 0”
14’–10”
11⁷⁄₈”
23’–10”
22’– 4”
20’– 9”
22’– 4”
20’–11”
19’– 5”
20’– 6”
19’– 3”
17’–10”
9¹⁄₄”
20’– 7”
19’– 3”
17’– 8”
19’– 3”
18’–1”
16’– 9”
17’– 8”
16’– 7”
15’– 5”
9¹⁄₂”
21’– 0”
19’– 9”
18’– 0”
19’– 8”
18’– 6”
17’–1”
18’–1”
17’– 0”
15’– 9”
11⁷⁄₈” 14”
25’– 2”
23’– 0”
20’– 6”
23’– 7”
22’–1”
19’–10”
21’– 8”
20’– 4”
18’–10”
27’– 8”
25’– 3”
22’– 6”
26’– 8”
24’– 4”
21’– 9”
24’– 7”
23’–1”
20’– 9”
16”
29’–10”
27’– 2”
24’– 3”
28’– 9”
26’– 3”
23’– 5”
27’– 4”
25’–1”
22’– 5”
9¹⁄₂”
20’– 9”
19’– 6”
18’– 0”
19’– 5”
18’– 3”
16’–11”
17’–10”
16’– 9”
15’– 6”
11⁷⁄₈” 14”
24’–11”
23’– 5”
21’– 8”
23’– 4”
21’–11”
20’– 4”
21’– 6”
20’– 2”
18’– 8”
28’– 7”
26’–10”
24’– 7”
26’– 9”
25’–1”
22’–11”
24’– 7”
23’–1”
20’–10”
16”
31’–10”
29’–11”
24’– 7”
29’–10”
28’– 0”
22’–11”
27’– 5”
25’– 9”
20’–10”
9¹⁄₄”
21’–10”
20’– 6”
19’– 0”
20’– 6”
19’– 3”
17’– 9”
18’–10”
17’– 8”
16’– 4”
9¹⁄₂”
22’– 3”
20’–11”
19’– 4”
20’–10”
19’– 7”
18’– 2”
19’– 2”
18’– 0”
16’– 8”
11⁷⁄₈” 14”
26’– 9”
25’–1”
23’– 3”
25’– 0”
23’– 6”
21’– 9”
23’– 0”
21’– 7”
20’– 0”
30’– 6”
28’– 7”
26’– 6”
28’– 6”
26’– 9”
24’–10”
26’– 3”
24’– 8”
22’–10”
16”
33’–10”
31’– 9”
28’– 7”
31’– 8”
29’– 9”
27’– 7”
29’– 2”
27’– 5”
25’– 4”
11⁷⁄₈” 14”
27’– 8”
26’– 0”
24’–1”
25’–11”
24’– 4”
22’– 6”
23’–10”
22’– 5”
20’– 9”
31’– 6”
29’– 7”
27’– 4”
29’– 6”
27’– 8”
25’– 7”
27’–1”
25’– 5”
23’– 7”
16”
34’–10”
32’– 9”
28’– 2”
32’– 8”
30’– 8”
26’– 3”
30’– 0”
28’– 2”
23’–11”
9¹⁄₂”
23’– 3”
21’–10”
20’– 2”
21’– 9”
20’– 5”
18’–11”
20’– 0”
18’–10”
17’– 5”
11⁷⁄₈” 14”
27’– 9”
26’–1”
24’– 2”
26’– 0”
24’– 5”
22’– 7”
23’–11”
22’– 5”
20’– 9”
31’– 7”
29’– 8”
27’– 5”
29’– 7”
27’– 9”
25’– 9”
27’– 2”
25’– 6”
23’– 8”
16”
35’– 0”
32’–11”
30’– 5”
32’– 9”
30’–10”
28’– 6”
30’– 2”
28’– 4”
26’– 3”
9¹⁄₂”
26’– 7”
25’– 0”
23’–1”
24’–11”
23’– 5”
21’– 8”
22’–11”
21’– 6”
19’–11”
11⁷⁄₈” 14”
31’– 9”
29’– 9”
27’– 7”
29’– 8”
27’–11”
25’–10”
27’– 4”
25’– 8”
23’– 9”
36’– 0”
33’–10”
31’– 4”
33’– 9”
31’– 8”
29’– 4”
31’– 0”
29’– 2”
27’– 0”
16”
39’–11”
37’– 5”
34’– 8”
37’– 4”
35’–1”
32’– 6”
34’– 4”
32’– 3”
29’–11”
I -
ALLOWABLE ROOF
J
UNIFORM LOADS
O
PWI 20
Live
11⁷⁄₈”
Total
Live
9¹⁄₂”
Total
Live
PWI 40
11⁷⁄₈”
Total
Live
9¹⁄₄”
Total
Live
9¹⁄₂”
Total
Live
PWI 50
14”
11⁷⁄₈”
Total
Live
Total
Live
16”
Total
Live
9¹⁄₂”
Total
Live
14”
11⁷⁄₈”
Total
Live
Total
Live
S
9¹⁄₂”
PWI 30
I
PWI Joist Span (ft)
ALLOWABLE LOADS FOR PWI JOISTS (PLF)
16”
Total
Live
Total
T
L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% 257 279
-
288 313
-
288 313
-
327 355
-
327 355
-
378 411
-
378 411
-
378 411
-
309 335
-
309 335
-
309 335
-
309 335
-
220 240
-
247 268
-
247 268
-
280 304
-
280 304
-
324 352
-
324 352
-
324 352
-
264 287
-
264 287
-
264 287
-
264 287
8
-
193 210
-
193 210
-
216 235
-
216 235
-
245 266
-
245 266
-
284 308
-
284 308
-
284 308
-
231 252
-
231 252
-
231 252
-
231 252
9
-
171 186
-
171 186
-
192 209
-
192 209
-
218 237
-
218 237
-
252 274
-
252 274
-
252 274
-
206 224
-
206 224
-
206 224
-
206 224
10
-
154 168
-
154 168
-
173 188
-
173 188
-
196 213
-
196 213
-
227 247
-
227 247
-
227 247
-
185 201
-
185 201
-
185 201
-
185 201
11
-
140 152
-
140 152
-
157 171
-
157 171
-
178 194
-
178 194
-
206 224
-
206 224
-
206 224
-
168 183
-
168 183
-
168 183
-
168 183
12
-
129 140
-
129 140
-
144 157
-
144 157
-
163 178
-
163 178
-
189 205
-
189 205
-
189 205
-
154 168
-
154 168
-
154 168
-
154 168
13
-
119 129
-
119 129 144 133 145
-
133 145
-
142 155
-
147 160
-
175 190
-
175 190
-
175 190
-
142 155
-
142 155
-
142 155
-
142 155
14 106 110 120
-
110 120 117 123 134
-
123 134 130 123 133
-
127 138
-
162 176
-
162 176
-
162 176 133 132 144
-
132 144
-
132 144
-
132 144
15
87 102 110
-
103 112 96 115 125
-
115 125 107 107 116 113 110 120
-
143 155
-
151 164
-
151 164 110 123 134
-
123 134
-
123 134
-
123 134
16
72
89
96
-
96 105 80 106 106
-
108 117 89
94 102 94
97 105
-
126 137
-
142 154
-
142 154 91 116 122
-
116 126
-
116 126
-
116 126
17
61
79
81
-
91
99
67
89
89
-
102 111 75
83
90
79
86
93
-
111 121
-
133 145
-
133 145 77 102 102
-
109 118
-
109 118
-
109 118
18
51
68
68
88
86
93
57
76
76
97
96 104 63
74
81
67
77
83
-
99 108
-
120 130
-
126 137 65
87
87 110 103 112
-
103 112
-
103 112
19
44
58
58
75
81
88
48
65
65
83
91
99
58
69
75
97
89
97
-
107 117
-
119 130 56
74
74
20
65
74
81
71
86
94
83
80
87
-
97 105
-
21
56
67
73
62
82
83
72
73
79
-
88
96
22
49
61
66
54
72
72
63
66
72
-
80
23
43
56
58
48
64
64
56
61
66
-
24
97 106
-
97 106
112 122
82
93 101
-
93 101
-
93 101
-
102 111
71
88
94
-
88
96
-
88
96
87
-
93 101
62
83
83
91
84
91
-
84
91
73
80
-
85
92
54
73
73
80
80
87
-
80
87
71
67
73
-
78
85
71
77
84
-
77
84
25
63
62
67
-
72
78
63
74
80
-
74
80
26
56
57
62
-
66
72
56
71
75
77
71
77
27
51
53
58
-
62
67
50
67
67
69
69
75
28
45
49
54
61
57
62
45
60
60
62
66
72
29
56
53
58
56
64
69
30
50
50
54
51
62
67
31
46
47
51
46
60
62
32
42
44
48
42
56
56
R
Notes: 1. See GENERAL NOTES on page 10. 2. Total load deflection is limited to L/180. 3. Roofs must be sloped at least ¹⁄₄” in 12” to assure drainage.
E
-
L
97 106
B
94
W A
-
220 240
L O
257 279
-
L
-
7
A
6
O
4. Use the horizontal span dimension from the building plans to size PWI joists for roofs that slope up to 2” in 12”. For roof slopes greater than 2” in 12”, multiply the horizontal span dimension by the appropriate factor from the table below.
O
UP-THE-SLOPE SPANS & CUTTING LENGTHS FOR SLOPED ROOFS PWI Joist Depth
Factor
9¹⁄₂
Depth Correction
Plan Dimension (feet)
16
0.07
0.08
0.10
0.11
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
S
1.00
2 in 12
D
1 in 12
L O A
Cut Length (feet) = (Plan Dimension x Factor) + Depth Correction
14
Depth Correction (feet)
X
Sloped Length
11⁷⁄₈
F
12
PWI Joist Depth (inches) Slope
29
S D
ALLOWABLE ROOF
L O A
UNIFORM LOADS
L
E
R
O
O
F
PWI Joist Span (ft)
ALLOWABLE LOADS FOR PWI JOISTS (PLF)
B W A L O L A
9¹⁄₄” Live
9¹⁄₂”
Total
Live
S I
Live
Total
Live
Total
Live
Total
Live
Total
Live
18”
Total
Live
20”
Total
Live
Total
125%
L/240
115%
125%
L/240
115%
125%
L/240
115%
125%
L/240
115%
125%
L/240
115%
125%
L/240
115%
125%
L/240
115%
125%
L/240
115%
125%
6
-
327
355
-
327
355
-
378
411
-
378
411
-
378
411
-
353
384
-
353
384
-
353
384
-
353
384
-
353
384
7
-
280
304
-
280
304
-
324
352
-
324
352
-
324
352
-
303
329
-
303
329
-
303
329
-
303
329
-
303
329
8
-
245
266
-
245
266
-
284
308
-
284
308
-
284
308
-
265
288
-
265
288
-
265
288
-
265
288
-
265
288
9
-
218
237
-
218
237
-
252
274
-
252
274
-
252
274
-
235
256
-
235
256
-
235
256
-
235
256
-
235
256
10
-
196
213
-
196
213
-
227
247
-
227
247
-
227
247
-
212
230
-
212
230
-
212
230
-
212
230
-
212
230
11
-
178
194
-
178
194
-
206
224
-
206
224
-
206
224
-
193
209
-
193
209
-
193
209
-
193
209
-
193
209
12
-
163
178
-
163
178
-
189
205
-
189
205
-
189
205
-
177
192
-
177
192
-
177
192
-
177
192
-
177
192
13
-
151
164
-
151
164
-
175
190
-
175
190
-
175
190
-
163
177
-
163
177
-
163
177
-
163
177
-
163
177
14
-
140
152
-
140
152
-
162
176
-
162
176
-
162
176
-
151
165
-
151
165
-
151
165
-
151
165
-
151
165
15
126
131
142
134
131
142
-
151
164
-
151
164
-
151
164
-
141
154
-
141
154
-
141
154
-
141
154
-
141
154
16
105
123
133
111
123
133
-
142
154
-
142
154
-
142
154
-
132
144
-
132
144
-
132
144
-
132
144
-
132
144
17
89
115
118
94
115
125
-
133
145
-
133
145
-
133
145
-
125
135
-
125
135
-
125
135
-
125
135
-
125
135
18
75
100
100
80
106
106
133
126
137
-
126
137
-
126
137
-
118
128
-
118
128
-
118
128
-
118
128
-
118
128
68
91
91
114
119
130
-
119
130
-
119
130
-
112
121
-
112
121
-
112
121
-
112
121
-
112
121
20
99
111
121
-
113
123
-
113
123
109
106
115
-
106
115
-
106
115
-
106
115
-
106
115
21
86
101
110
-
108
117
-
108
117
95
101
110
-
101
110
-
101
110
-
101
110
-
101
110
22
75
92
100
109
103
112
-
103
112
83
96
105
-
96
105
-
96
105
-
96
105
-
96
105
23
66
84
88
96
99
107
-
99
107
73
92
97
-
92
100
-
92
100
-
92
100
-
92
100
24
85
93
101
-
95
103
93
88
96
-
88
96
-
88
96
-
88
96
25
76
86
93
-
91
99
83
85
92
-
85
92
-
85
92
-
85
92
26
68
79
86
92
87
95
74
81
89
-
81
89
-
81
89
-
81
89
27
61
73
80
82
84
91
67
78
85
-
78
85
-
78
85
-
78
85
28
55
68
73
74
79
86
60
76
80
80
76
82
-
76
82
-
76
82
29
67
74
80
73
73
79
-
73
79
-
73
79
30
61
69
75
66
71
77
-
71
77
-
71
77
31
55
65
70
60
68
74
-
68
74
-
68
74
32
50
61
66
55
66
72
71
66
72
-
66
72
33
65
64
70
-
64
70
34
60
62
68
-
62
68
35
55
61
66
-
61
66
36
50
59
64
64
59
64
37
59
57
62
38
54
56
61
39
50
54
59
40
47
53
58
45 46 47 48
O
Total
16”
115%
44
See notes on page 29.
J
Live
14”
11⁷⁄₈”
L/240
43
-
Total
16”
125%
42
I
14”
11⁷⁄₈”
115%
41
30
PWI 70
L/240
19
T
PWI 60
I -
ALLOWABLE ROOF
J
UNIFORM LOADS
O
PWI 77
PWI 90
I
9¹⁄₂”
14”
11⁷⁄₈”
16”
18”
20”
9¹⁄₂”
14”
11⁷⁄₈”
16”
18”
20”
22”
24”
S
PWI Joist Span (ft)
ALLOWABLE LOADS FOR PWI JOISTS (PLF)
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
Live
Total
L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% -
420 457
-
507 551
-
507 552
-
507 552
-
507 552
-
507 552
-
507 552
-
696 757
-
696 757
360 392
-
360 392
-
434 472
-
435 473
-
435 473
-
435 473
-
435 473
-
435 473
-
597 649
-
597 649
8
-
315 343
-
315 343
-
315 343
-
315 343
-
315 343
-
315 343
-
380 413
-
381 414
-
381 414
-
381 414
-
381 414
-
381 414
-
522 568
-
522 568
9
-
280 305
-
280 305
-
280 305
-
280 305
-
280 305
-
280 305
-
338 367
-
338 368
-
338 368
-
338 368
-
338 368
-
338 368
-
464 505
-
464 505
10
-
252 274
-
252 274
-
252 274
-
252 274
-
252 274
-
252 274
-
304 330
-
304 331
-
304 331
-
304 331
-
304 331
-
304 331
-
418 454
-
418 454
11
-
229 249
-
229 249
-
229 249
-
229 249
-
229 249
-
229 249
-
276 300
-
277 301
-
277 301
-
277 301
-
277 301
-
277 301
-
380 413
-
380 413
12
-
210 229
-
210 229
-
210 229
-
210 229
-
210 229
-
210 229
-
253 275
-
254 276
-
254 276
-
254 276
-
254 276
-
254 276
-
348 379
-
348 379
13
-
194 211
-
194 211
-
194 211
-
194 211
-
194 211
-
194 211
-
234 254
-
234 255
-
234 255
-
234 255
-
234 255
-
234 255
-
321 349
-
321 349
14 183 180 196
-
180 196
-
180 196
-
180 196
-
180 196
-
180 196
-
217 236
-
217 236
-
217 236
-
217 236
-
217 236
-
217 236
-
298 324
-
298 324
15 151 168 183
-
168 183
-
168 183
-
168 183
-
168 183
-
168 183 216 203 220
-
203 221
-
203 221
-
203 221
-
203 221
-
203 221
-
279 303
-
279 303
16 126 158 168
-
158 171
-
158 171
-
158 171
-
158 171
-
158 171 181 190 207
-
190 207
-
190 207
-
190 207
-
190 207
-
190 207
-
261 284
-
261 284
17 106 141 141
-
148 161
-
148 161
-
148 161
-
148 161
-
148 161 153 179 194
-
179 195
-
179 195
-
179 195
-
179 195
-
179 195
-
246 267
-
246 267
18
90 120 120 149 140 152
-
140 152
-
140 152
-
140 152
-
140 152 131 169 174
-
169 184
-
169 184
-
169 184
-
169 184
-
169 184
-
232 252
-
232 252
19
77 103 103 128 133 144
-
133 144
-
133 144
-
133 144
-
133 144 112 150 150
-
160 174
-
160 174
-
160 174
-
160 174
-
160 174
-
220 239
-
220 239
20
110 126 137
-
126 137
-
126 137
-
126 137
-
126 137
159 152 165
-
152 165
-
152 165
-
152 165
-
152 165
-
209 227
-
209 227
21
96 120 128
-
120 131
-
120 131
-
120 131
-
120 131
139 145 158
-
145 158
-
145 158
-
145 158
-
145 158
-
199 216
-
199 216
22
84 112 112 121 115 125
-
115 125
-
115 125
-
115 125
122 138 150
-
138 150
-
138 150
-
138 150
-
138 150
-
190 206
-
190 206
23
74
99 107 110 119
-
110 119
-
110 119
-
110 119
107 132 143
-
132 144
-
132 144
-
132 144
-
132 144
-
182 197
-
182 197
24
95 105 114
-
105 114
-
105 114
-
105 114
136 127 138
-
127 138
-
127 138
-
127 138
-
174 189
-
174 189
25
84 101 110
-
101 110
-
101 110
-
101 110
122 122 132
-
122 132
-
122 132
-
122 132
-
167 182
-
167 182
26
75
97 100 101 97 105
-
97 105
-
97 105
109 117 127
-
117 127
-
117 127
-
117 127
-
161 175
-
161 175
27
67
90
90
91
93 102
-
93 102
-
93 102
98 113 123
-
113 123
-
113 123
-
113 123
-
155 168
-
155 168
28
61
81
81
82
90
98
-
90
98
-
90
98
88 109 118 118 109 118
-
109 118
-
109 118
-
149 162
-
149 162
29
74
87
95
-
87
95
-
87
95
107 105 114
-
105 114
-
105 114
-
144 157
-
144 157
30
67
84
89
87
84
91
-
84
91
97 101 110
-
101 110
-
101 110
-
139 151
-
139 151
31
61
81
81
79
81
88
-
81
88
88
98 107
-
98 107
-
98 107
-
135 147
-
135 147
32
55
74
74
72
79
86
-
79
86
80
95 103
-
95 103
-
95 103
-
131 142
-
131 142
33
66
76
83
83
76
83
95
92 100
-
92 100
-
127 138
-
127 138
34
60
74
81
76
74
81
87
90
97
-
90
97
-
123 134
-
123 134
35
56
72
74
70
72
78
80
87
95
-
87
95 124 119 130
-
119 130
36
51
68
68
65
70
76
74
85
92
-
85
92 114 116 126
-
116 126
37
60
68
74
86
82
89 106 113 123
-
113 123
38
55
66
72
80
80
87
98 110 120 118 110 120
39
51
65
68
74
78
85
91 107 116 109 107 116
40
48
63
63
69
76
83
84 104 113 102 104 114
99
73
98
98
88
99 108
43
68
91
91
83
97 106
44
64
85
85
77
95 103
45
72
93
97
46
68
90
91
47
64
85
85
48
60
80
80
L O A
79 102 105 95 102 111
42
F
41
O
420 457
-
O
-
360 392
R
420 457
-
E
-
360 392
L
420 457
-
B
-
360 392
W A
420 457
-
L O
-
360 392
L
420 457
-
A
-
7
T
6
See notes on page 29.
D S 31
S I
L
FRAMING & CONSTRUCTION
T
A
DETAILS
E
COMMON PWI JOIST ROOF FRAMING AND CONSTRUCTION DETAILS
D
2a 2m
O
F
2g
R
O
2c
T
2d or 2e
2h
S
2f
2k2
J
O
I
Optional overhangs
I
2k1
32
I J O
ROOF DETAILS
I
TYPICAL PWI JOIST ROOF FRAMING AND CONSTRUCTION DETAILS Individual components not shown to scale for clarity.
S T
2a
2b
RIDGE CONNECTION – 12/12 MAXIMUM SLOPE Adjustable slope hanger (see page 36)
PWI blocking panel, x-bracing, ³⁄₄” 48/24 APA rated sheathing, OR proper depth of rim board as continuous closure.
R
Simpson LSTA21 strap* with (16) 10d x 1¹⁄₂” nails
UPPER END, BEARING ON WALL
O
Beveled bearing stiffener each side PWLVL ridge beam
Uplift connections may be required.
Beveled wood plate or variable slope connector
O
*Strap required for 16” PWI Joist depth or members with slope of 7/12 or greater.
Uplift connections may be required.
F
2c 2a
2d
PWI JOISTS ABOVE PWLVL RIDGE BEAM
BIRDSMOUTH CUT – LOW END OF PWI JOIST ONLY
D
³⁄₄” x 2’– 0” plywood gusset (face grain horizontal) each side with (12) 8d nails clinched or strap with (16) 10d x 1¹⁄₂” nails applied to top flange per detail 2a
PWI Joist blocking panel
Notch PWI Joist to provide full bearing for bottom flange.
E
PWLVL beam
Don’t cut beyond inside face of bearing.
Optional overhang 2’– 0” (max)
Uplift connections may be required.
I
Uplift connections may be required.
Bearing stiffener each side
A
PWI blocking panel or x-bridging
T
Double beveled wood plate
L S
33
S L
ROOF DETAILS
A
I
TYPICAL PWI JOIST ROOF FRAMING AND CONSTRUCTION DETAILS Individual components not shown to scale for clarity.
2e
PWI JOISTS ON BEVELED PLATE
E
T
PWI joist blocking panel or x-bracing
L
2x4 block cut to fit to attach fascia Cantilever length may not exceed ¹⁄₄ of the adjacent span (L).
L/4
Uplift connections may be required.
O
F
D
Continuous beveled plate or variable pitch connector
2f
BIRDSMOUTH CUT – LOW END OF PWI JOIST ONLY
O
Bearing stiffener each side
2g
ROOF OPENING, FACE MOUNTED HANGERS
Double PWI joist or PWLVL beam
Face mount hanger
R
PWI joist or PWLVL header
T
X-bridging or PWI joist blocking panels. Validate use of x-bridging with local code.
Filler block
S
2 ’–
I
-
J
O
I
Uplift connections may be required.
34
0”
ma
Beveled backer block
x.
Uplift connections may be required.
Adjustable slope hanger
I J O I
BEVELED CUT BEARING STIFFENER
k1
Stop PWI 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.
R
OPTIONAL OVERHANG EXTENSIONS FOR UNIFORMLY DISTRIBUTED LOADS ONLY May be used with details 2d, 2e and 2f (Low end only)
T
Bevel cut bearing stiffener to match roof slope.
2k
S
2h
Bearing stiffener each side
O
X-bridging or PWI joist blocking panels. Validate use of x-bridging with local code
4’– 0” min
O
24” o.c. max Uplift connections may be required.
Uplift connections may be required. 2’– 0” max
F
2m
k2
OVERHANG PARALLEL TO PWI JOIST L (2’– 0” max)
L When L exceeds PWI joist spacing, double joist may be required
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.
X-bridging or PWI joist blocking panels. Validate use of x-bridging with local code
D
Bearing stiffener each side
E
4’– 0” min
24” o.c. max
T
2x4 outrigger notched around top flange of PWI joist. 8d toe nail to plate and top flange. Uplift connections may be required.
A
Uplift connections may be required.
2’– 0” max
I L
Note: See page 24 for additional installation recommendations.
S
35
S R
FRAMING CONNECTORS
O
FACE MOUNT HANGERS
SKEWED 45° HANGERS
Single I-Joist
T
Width Depth
C
1³⁄₄”
2⁵⁄₁₆”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20”
3¹⁄₂”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20” 22” 24”
N
E
IUS1.56/9.5 IUS1.56/11.88 IUS1.81/9.5 IUS1.81/11.88 IUS1.81/14 IUS1.81/16 IUS2.37/9.5 IUS2.37/11.88 IUS2.37/14 IUS2.37/16 MIU2.37/18 MIU2.37/20 IUS3.56/9.5 IUS3.56/11.88 IUS3.56/14 IUS3.56/16 MIU3.56/18 MIU3.56/20 MIU3.56/201 MIU3.56/201
9¹⁄₂” 11⁷⁄₈” 9¹⁄₂” 11⁷⁄₈” 14” 16”
1¹⁄₂”
Load (100%) Width Depth 3”
3¹⁄₂”
9¹⁄₂” 11⁷⁄₈” 9¹⁄₂” 11⁷⁄₈” 14” 16”
4⁵⁄₈”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20”
7”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20” 22” 24”
(100%)
MIU3.12/9 MIU3.12/11 MIU3.56/9 MIU3.56/11 MIU3.56/14 MIU3.56/16 MIU4.75/9 MIU4.75/11 MIU4.75/14 MIU4.75/16 MIU4.75/18 MIU4.75/20 HU410-21 HU412-21 HU414-21 HU414-21 HU414-21
2270 2840 2270 2840 3125 3410 2270 2840 3125 3410 3690 3975 2410 2950 3485 3485 3485
1. Web stiffeners required. Fill all round and triangle nail holes for maximum load values.
TOP FLANGE HANGERS Single I-Joist Width Depth
G
ITT29.5 ITT211.88 ITT9.5 ITT11.88 ITT14 ITT16 ITT359.5 ITT3511.88 ITT3514 MIT3516 MIT3518 MIT3520 ITT49.5 ITT411.88 ITT414 ITT416 MIT418 MIT420 HIT422 HIT424
9¹⁄₂” 11⁷⁄₈” 9¹⁄₂” 11⁷⁄₈” 14” 16”
1¹⁄₂”
1³⁄₄”
3¹⁄₂”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20” 22” 24”
I
N
2⁵⁄₁₆”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20”
A
M
Hanger
Width Depth
1¹⁄₂”
1³⁄₄”
2⁵⁄₁₆”
3¹⁄₂”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20” 22” 24”
1450 1450 1450 1450 1450 1450 1450 1450 1450 2400 2400 2400 1450 1450 1450 1450 2400 2400 2550 2550
3”
3¹⁄₂”
9¹⁄₂” 11⁷⁄₈” 9¹⁄₂” 11⁷⁄₈” 14” 16”
4⁵⁄₈”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20”
7”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20” 22” 24”
Load (100%)
MIT29.5-2 MIT211.88-2 MIT49.5 MIT411.88 MIT414 MIT416 MIT359.5-2 MIT3511.88-2 MIT3514-2 LBV4.75/16 LBV4.75/18 LBV4.75/20 B7.12/9.5 B7.12/11.88 B7.12/14 B7.12/16 B7.12/18 B7.12/20 B7.12/22 B7.12/24
2400 2400 2400 2400 2400 2400 2400 2400 2400 2590 2590 2590 3800 3800 3800 3800 3800 3800 3800 3800
R F
Load (100%) Width
Width
Depth
Hanger
3”
9¹⁄₄” – 14”
THAI-2
2020
1¹⁄₂”
9¹⁄₄” – 14”
LSSU210
995
1715
3¹⁄₂”
9¹⁄₄” – 14”
THAI422
1715
1³⁄₄”
9¹⁄₄” – 14”
LSSUI25
THAI3522
1715
4⁵⁄₈”
9¹⁄₄” – 14”
THAI-2
2020
2⁵⁄₁₆”
9¹⁄₄” – 14”
THAI422
1715
7”
9¹⁄₄” – 14”
3¹⁄₂”
9¹⁄₄” – 14”
THAI222
1715
1³⁄₄”
9¹⁄₄” –14”
THAI1.81/22
2⁵⁄₁₆”
9¹⁄₄” –14”
3¹⁄₂”
9¹⁄₄” –14”
1860 1860 1860 1860 2395 2395 1655 2210 2760 3050
See Simpson Catalog* HU410-2X1,2 HU412-2X1,2 HU414-2X1,2 HU414-2X1,2 HU414-2X1,2
See Simpson Catalog*
• Web stiffeners required for all I-joists used with Adjustable Height Hangers. • For joists 16” and above, See Simpson Wood Construction Connectors catalog for hanger selection.
See Simpson Catalog*
ITT
Load (100%) Width
Hanger
(100%)
3”
9¹⁄₄” – 14”
LSSU210-2
1625
995
3¹⁄₂”
9¹⁄₄” – 14”
LSSU410
1625
LSSUI35
995
4⁵⁄₈”
9¹⁄₄” – 14”
LSU3510-21
2300
LSSU410
1625
7”
9¹⁄₄” – 14”
See Simpson Catalog*
• Web stiffeners required for all I-joists used with Field Slope and Skew Hangers. 1. LSU3510-2 is field-sloped only, skew option must be special ordered.
Hanger
Load (100%)
1¹⁄₂”
ALL
VPA2
1050
1³⁄₄”
ALL
VPA25
1050
2⁵⁄₁₆”
ALL
VPA35
1230
3¹⁄₂”
ALL
VPA4
1230
• VPA connectors provide a bearing length of 2”. They should not be used in applications that require longer bearings, such as intermediate supports.
*See Simpson Wood Construction Connectors catalog for hanger selection.
S
M
Depth
I
P
S
Single I-Joist Width
SIMPSON Strong Tie ®
THAI SERIES
Load
Depth
VARIABLE PITCH – SINGLE I-JOISTS
LSSU
VPA
All hangers listed are manufactured by Simpson Strong-Tie Co., Inc. For additional information, refer to the current Simpson Strong-Tie literature, www.strongtie.com or contact Simpson Strong-Tie at 800-999-5099. 36
2410 2950 3485 3485 3485
Double I-Joist
Load (100%)
9¹⁄₄” –14”
(100%)
MIT
Single I-Joist
Hanger
1¹⁄₂”
7”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20” 22” 24”
Load
Hanger SUR/L210-21 SUR/L210-21 SUR/L4101 SUR/L4101 SUR/L4141 SUR/L4141 HSUR/L4.75/9 HSUR/L4.75/11 HSUR/L4.75/14 HSUR/L4.75/16
MIU
Depth
Hanger
4⁵⁄₈”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20”
SUL/SUR
Double I-Joist
Depth
3¹⁄₂”
9¹⁄₂” 11⁷⁄₈” 9¹⁄₂” 11⁷⁄₈” 14” 16”
FIELD SLOPE AND SKEW
Single I-Joist Width
3”
LBV
B
ADJUSTABLE HEIGHT HANGERS
N
1330 1330 1595 2130 2500 2500 1860 1860 2395 2395 2395 2395 1860 1860 2395 2395 2395 2395
See Simpson Catalog*
IUS
Hanger
1. Web stiffeners required.
O
SUR/L2101 SUR/L2101 SUR/L1.81/9 SUR/L1.81/11 SUR/L1.81/14 SUR/L1.81/141 SURI/LI3510/121 SURI/LI3510/121 SURI/LI3514/201 SURI/LI3514/201 SURI/LI3514/201 SURI/LI3514/201 SUR/L4101 SUR/L4101 SUR/L4141 SUR/L4141 SUR/L4141 SUR/L4141
Load (100%) Width Depth
1. Web stiffeners required. 2. Skewed option must be special ordered. Specify skew angle and direction. Web stiffeners required.
Double I-Joist Load (100%) Width Depth
Double I-Joist
Hanger
9¹⁄₂” 11⁷⁄₈” 9¹⁄₂” 11⁷⁄₈” 14” 16” 9¹⁄₂” 11⁷⁄₈” 14” 16” 18” 20”
See Simpson Catalog*
O
935 1170 935 1170 1405 1640 935 1170 1405 1640 3690 3975 1170 1405 1405 1640 3690 3975 3975 3975
Single I-Joist Load
Hanger
C
N
Hanger
Double I-Joist
PWLVL HEADERS & BEAMS ICBO ES ER-5598 n HUD MR 1310 DSA PA-123 n LAC RR25448 n CCMC 13006-R
I N S T A L L A T I O N
1.8E PWLVL PRODUCT LINE You’ve probably been building with traditional sawn lumber beams and headers for as long as you’ve been building. Now through advances in technology and design, there is a better choice – Pacific Woodtech LVL headers and beams. They
&
are simply a better alternative than traditional
P R O D U C T S
sawn lumber pieces. Work with a stronger, stiffer, more consistent and more predictable building material. Compared with similar sized sections, our PWLVL headers and beams can support heavier loads and allows greater spans than conventional lumber. Each piece of PWLVL is pressure sprayed with a
1. 8 E
UV inhibitor and sealed with emulsified wax.
HANDLING &
L
INSTALLATION • PWLVL should be stored lying flat and
V
protected from the weather.
• Except for cutting to length, PWLVL shall not be cut, drilled or notched. Heel cuts may be possible. Contact your Pacific Woodtech
• Keep the material above ground to minimize
representative.
L
the absorption of ground moisture and allow circulation of air.
W
• PWLVL is for use in covered, dry conditions only. Protect from the weather on the job site
P
both before and after installation. 38
• Do not install any damaged LVL.
P
5¹⁄₂” 7¹⁄₄” 9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
100% 1829 2411 3159 3948 4655 5320 5985
115% 2103 2772 3633 4541 5353 6118 6883
125% 2286 3013 3948 4936 5819 6650 7481
Maximum Bending Moment (ft-lbs) 100% 2363 3886 6321 9445 12703 16154 19969
115% 2718 4469 7269 10862 14608 18578 22965
= = = = =
Weight (plf)
44 100 225 440 720 1075 1531
2.50 3.30 4.32 5.40 6.36 7.27 8.18
Depth
Maximum Vertical Shear (lbs)
5¹⁄₂” 7¹⁄₄” 9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
100% 3658 4821 6318 7897 9310 10640 11970
1,800,000 psi(2) 2,750 psi(3)(4) 285 psi 850 psi(2) 2,300 psi
115% 4206 5544 7265 9081 10707 12236 13766
125% 4572 6027 7897 9871 11638 13300 14963
Maximum Bending Moment (ft-lbs) 100% 4727 7772 12642 18891 25406 32309 39939
115% 5436 8937 14538 21724 29217 37155 45930
125% 5908 9715 15802 23613 31757 40386 49923
EI (x 106 lbs-in2)
Weight (plf)
87 200 450 879 1441 2150 3062
5.00 6.59 8.64 10.79 12.73 14.54 16.36
13⁄4” 1.8E PWLVL
31⁄2” 1.8E PWLVL
AVAILABLE SIZES (INCHES):
AVAILABLE SIZES:
1. 8 E
1.8E PWLVL Allowable Design Stresses(1) Modulus of Elasticity E Bending Fb Horizontal Shear (joist) Fv Compression Perpendicular to Grain (joist) Fc⊥ Compression Parallel to Grain Fc
125% 2954 4857 7901 11807 15879 20193 24962
EI (x 106 lbs-in2)
L
Maximum Vertical Shear (lbs)
V
Depth
ALLOWABLE DESIGN PROPERTIES – 31⁄2” 1.8E PWLVL
L
ALLOWABLE DESIGN PROPERTIES – 13⁄4” 1.8E PWLVL
W
1.8E PWLVL DESIGN PROPERTIES
(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). 5¹⁄₂
7¹⁄₄
9¹⁄₂ 11⁷⁄₈ 14
16
18
7¹⁄₄
. 5¹⁄₂
9¹⁄₂
11⁷⁄₈
14
16
DESIGN
(4) A factor of 1.04 may be applied for repetitive members as defined in the National Design Specification® for Wood Construction.
18
For additional grades and sizes, please visit our Web site at www.pacificwoodtech.com
PROPERTIES
1.8E PWLVL FLOOR BEAMS This table provides PWLVL beam sizes for center support of one level of floor framing over various column spacings. Where floor Column Spacing
joists are continuous over the beam, this table applies only when
A
Column Spacing
the ‘A’ span is between 45% and 55% of the building width.
Width of Building
13⁄4” x 1.8E PWLVL
24’
32’ 36’ 40’
12’
13’
14’
2 – 11⁷⁄₈”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 18”
2 – 18”
3 – 9¹⁄₂”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 14”
3 – 16”
3 – 16”
2 – 11⁷⁄₈”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 18”
2 – 18”
3 – 9¹⁄₂”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 16”
3 – 16”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 18”
2 – 18”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 16”
3 – 16”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 18”+
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 14”
3 – 16”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 18”+
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 16”
16’
– 3 – 16”
17’
– 3 – 16” – 3 – 18”
18’
– 3 – 16” – 3 – 18” – 3 – 18”
19’
– 3 – 18” – 3 – 18” – 3 – 18”
20’ – 3 – 18” – 3 – 18” – 3 – 18” – –
–
–
–
–
BEAMS
+ see note 3 Notes: 1. PWLVL beam sizes are listed as the number of 1³⁄₄” thick pieces by the beam depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL beams require support across their full width. 3. The minimum required end and intermediate bearing lengths (based on 850 psi) are 3” and 7¹⁄₂” respectively unless the + symbol is shown. In that case, 4¹⁄₂” and 10¹⁄₂” end and intermediate bearing lengths are required.
15’
FLOOR
28’
Column Spacing 11’
&
Width of Building (ft)
4. PWLVL beam sizes are based on residential floor loading of 40 psf live load and 10 psf dead load. The roof framing must be trusses supported at the exterior walls only. 5. Deflection is limited to L/360 at live load and L/240 at total load. 6. PWLVL beam sizes are based on continuous floor joist spans and simple or continuous beam spans. If the floor joists are not continuous, it is permissible to consider a “Width of Building” dimension that is equal to 0.8 times the actual width of the building.
39
H E A D E R S
1.8E PWLVL GARAGE DOOR
HEADERS
D O O R
1-STORY
2-STORY
Rough Opening
Roof Truss Span
B
2’ Soffit Assumed
This table provides PWLVL header sizes for the support of roof trusses over various rough openings. A 2 foot maximum roof overhang is assumed.
G A R A G E
A
Rough Opening
Span A may not exceed Span B
This table provides PWLVL header sizes for the support of one level of floor framing, an exterior wall and roof trusses over various rough openings. A 2 foot maximum roof overhang and center support for the floor framing are assumed.
1-STORY – 13⁄4” x 1.8E PWLVL Roof Loading Width of Building 20’
Roof Truss Span with 2’ Soffit Assumed
24’
28’
32’
Snow (115%) 25 psf LL + 20 psf DL 9’ 3”
1 . 8 E
18’ 3”
9’ 3”
16’ 3”
3 – 7¹⁄₄” 3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 14” 2 – 14” 2 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 14” 2 – 16” 2 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄”
2 – 9¹⁄₂”
2 – 14”
2 – 16”
2 – 9¹⁄₂”
2 – 14”
2 – 16”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄” 2 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 14” 2 – 16” 2 – 18”
3 – 11⁷⁄₈” 3 – 14” 2 – 16” 2 – 18”
3 – 7¹⁄₄”
3 – 14”
2 – 9¹⁄₂”
2 – 9¹⁄₂”
2 – 16”
3 – 7¹⁄₄”
3 – 14”
3 – 7¹⁄₄”
3 – 14”
2 – 7¹⁄₄”
2 – 9¹⁄₂”
3 – 14”
2 – 14”
9’ 3”
2 – 11⁷⁄₈” 2 – 14”
2 – 7¹⁄₄”
2 – 14”
18’ 3”
40 psf LL + 20 psf DL
2 – 7¹⁄₄”
3 – 7¹⁄₄” 36’
16’ 3”
Non-Snow (125%)
30 psf LL + 20 psf DL
16’ 3”
9’ 3”
16’ 3”
18’ 3”
20 psf LL + 20 psf DL 9’ 3”
16’ 3”
18’ 3”
16’ 3”
18’ 3”
2 – 7¹⁄₄”
2 – 11⁷⁄₈” 2 – 14”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄”
2 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 2 – 14” 2 – 14”
3 – 11⁷⁄₈” 3 – 14” 2 – 16” 2 – 18”
3 – 7¹⁄₄”
2 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄”
3 – 14”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 14” 2 – 14” 2 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄”
2 – 9¹⁄₂”
2 – 16”
3 – 9¹⁄₂” 2 – 18”+ 2 – 9¹⁄₂” 3 – 14” 3 – 9¹⁄₂”
3 – 14”
3 – 14”
2 – 18”+ 3 – 14”
+ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1³⁄₄” thick pieces by the header depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3” unless the + symbol is shown. In that case, 4¹⁄₂” is required.
3 – 14” – 3 – 16” – 3 – 16”
2 – 7¹⁄₄” 2 – 7¹⁄₄”
2 – 7¹⁄₄”
2 – 11⁷⁄₈” 2 – 14”
20 psf LL + 25 psf DL 9’ 3”
2 – 16”
2 – 9¹⁄₂”
2 – 14”
18’ 3”
20 psf LL + 15 psf DL
2 – 7¹⁄₄”
2 – 11⁷⁄₈” 2 – 14”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 14” 2 – 14” 2 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄” 2 – 14”
2 – 16”
2 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄”
2 – 9¹⁄₂”
2 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 14”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 14”
3 – 7¹⁄₄”
3 – 14”
2 – 7¹⁄₄”
2 – 14”
2 – 16”
2 – 9¹⁄₂”
3 – 14”
4. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/240 at live load and L/180 at total load.
2-STORY – 13⁄4” x 1.8E PWLVL
L
Roof Loading Width of Building
V
20’
L
Roof Truss Span with 2’ Soffit Assumed
24’
Snow (115%) 25 psf LL + 20 psf DL 9’ 3”
18’ 3”
2 – 9¹⁄₂”
2 – 16”
2 – 18”
3 – 9¹⁄₂”
3 – 14”
3 – 16”
2 – 9¹⁄₂”
2 – 16”
3 – 9¹⁄₂”
3 – 14”
9’ 3”
16’ 3”
18’ 3”
2 – 9¹⁄₂”
2 – 18”
3 – 9¹⁄₂” 2 – 18”+ 2 – 9¹⁄₂” 3 – 16” 3 – 9¹⁄₂”
3 – 14”
3 – 16”
3 – 9¹⁄₂”
3 – 16”
2 – 18”+ 3 – 16”
– 3 – 16”
32’
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
2 – 11⁷⁄₈”
– 3 – 16”
16’ 3”
2 – 18”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
3 – 9¹⁄₂”
9’ 3”
2 – 16”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
2 – 11⁷⁄₈”
40 psf LL + 20 psf DL
2 – 9¹⁄₂”
28’
36’
3 – 9¹⁄₂”
– 3 – 16”
– – 2 – 11⁷⁄₈” 3 – 18”+ 3 – 9¹⁄₂” 3 – 16”
– 3 – 18”
40
18’ 3”
2 – 11⁷⁄₈” 3 – 9¹⁄₂” 2 – 11⁷⁄₈” 3 – 9¹⁄₂”
– 3 – 16” – 3 – 16”
– – 2 – 11⁷⁄₈” 3 – 18”+ 3 – 9¹⁄₂” 3 – 18”+
20 psf LL + 15 psf DL 9’ 3”
2 – 18”+ 2 – 9¹⁄₂” 3 – 16” 3 – 9¹⁄₂”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
+ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1³⁄₄” thick pieces by the header depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3” unless the + symbol is shown. In that case, 4¹⁄₂” is required.
W P
16’ 3”
Non-Snow (125%)
30 psf LL + 20 psf DL
– 3 – 18” –
16’ 3”
18’ 3”
9’ 3”
16’ 3”
2 – 18”
2 – 9¹⁄₂”
2 – 16”
2 – 18” 3 – 16”
3 – 14”
3 – 16”
3 – 9¹⁄₂”
3 – 14”
2 – 9¹⁄₂”
2 – 16”
2 – 18”
2 – 9¹⁄₂”
2 – 16”
3 – 9¹⁄₂”
3 – 14”
3 – 16”
3 – 9¹⁄₂”
3 – 14”
2 – 9¹⁄₂”
2 – 16”
3 – 9¹⁄₂”
3 – 14”
2 – 18”+ 2 – 9¹⁄₂” 3 – 16” 3 – 9¹⁄₂”
2 – 9¹⁄₂”
2 – 18”+
3 – 9¹⁄₂”
18’ 3”
2 – 16”
–
3 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 16” – – 2 – 11⁷⁄₈” 2 – 18”+ –
20 psf LL + 20 psf DL
3 – 16”
3 – 18”
2 – 18”+
20 psf LL + 25 psf DL 9’ 3”
16’ 3”
18’ 3”
2 – 9¹⁄₂”
2 – 16”
2 – 18”
3 – 9¹⁄₂” 2 – 18”+ 2 – 9¹⁄₂” 3 – 16” 3 – 9¹⁄₂”
3 – 14”
3 – 16”
2 – 16”
2 – 18”+
3 – 14”
3 – 16”
3 – 16”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”+
3 – 16”
–
4. PWLVL header sizes are based on residential floor loading of 40 psf live load and 10 psf dead load, and an exterior wall weight of 100 plf. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/360 at live load and L/240 at total load. 6. PWLVL header sizes are based on the assumption that the floor joists are supported in the middle of the building by a beam or wall.
P
1.8E PWLVL
WINDOW & PATIO DOOR W
HEADERS
L
1-STORY
2-STORY V L
Rough Opening
Roof Truss Span
This table provides PWLVL header sizes for the support of roof trusses over various rough openings. A 2 foot maximum roof overhang is assumed.
1. 8 E
B A
Rough Opening
2’ Soffit Assumed
Span A may not exceed Span B
This table provides PWLVL header sizes for the support of one level of floor framing, an exterior wall and roof trusses over various rough openings. A 2 foot maximum roof overhang and center support for the floor framing are assumed.
WINDOW
1-STORY – 13⁄4” x 1.8E PWLVL Snow (115%)
Roof Loading Width of Building 20’
Roof Truss Span with 2’ Soffit Assumed
24’
28’
32’
6’
8’
9’
10’
Non-Snow (125%) 40 psf LL + 20 psf DL
12’
6’
8’
9’
10’
20 psf LL + 15 psf DL 12’
2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14”
6’
2 – 7¹⁄₄” 2 – 9¹⁄₂” 2–11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 16” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14”
2 – 7¹⁄₄” 2 – 9¹⁄₂” 2–11⁷⁄₈” 2 – 14”
2 – 16”
3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14”
10’
20 psf LL + 25 psf DL 12’
6’
8’
9’
10’
12’
3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14”
3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2–11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 16” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14”
PATIO
Notes: 1. PWLVL header sizes are listed as the number of 1³⁄₄” thick pieces by the header depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3”.
9’
2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈”
3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 14” 3 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2–11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 16” 2 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2–11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 16” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14”
8’
&
36’
25 psf LL + 20 psf DL
4. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/240 at live load and the lesser of L/180 or ⁵⁄₁₆” at total load.
2-STORY – 13⁄4” x 1.8E PWLVL
Width of Building 20’
6’
32’
36’
9’
10’
12’
6’
8’
9’
10’
20 psf LL + 15 psf DL 12’
8’
9’
10’
20 psf LL + 25 psf DL 12’
6’
8’
9’
10’
12’
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14”
3 –7¹⁄₄”
3 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
2 –7¹⁄₄” 2 –7¹⁄₄”
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16”
6’
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14”
3 –7¹⁄₄” 28’
8’
Non-Snow (125%) 40 psf LL + 20 psf DL
3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –11⁷⁄₈” 3 –14”
2 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 3 –7¹⁄₄” 2 –7¹⁄₄” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –14” 2 –18”+ 2 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –11⁷⁄₈” 3 –16” 3 –7¹⁄₄”
2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14”
2 –7¹⁄₄” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –14”+ 2 –18”+ 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –11⁷⁄₈” 3 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
+ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1³⁄₄” thick pieces by the header depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3” unless the + symbol is shown. In that case, 4¹⁄₂” is required.
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14”
HEADERS
Roof Truss Span with 2’ Soffit Assumed
24’
25 psf LL + 20 psf DL
DOOR
Snow (115%)
Roof Loading
2 –16”
3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –11⁷⁄₈” 3 –14”
4. PWLVL header sizes are based on residential floor loading of 40 psf live load and 10 psf dead load, and an exterior wall weight of 100 plf. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/360 at live load and the lesser of L/240 or ⁵⁄₁₆” at total load. 6. PWLVL header sizes are based on the assumption that the floor joists are supported in the middle of the building by a beam or wall.
41
L O A D S
1.8E PWLVL
ALLOWABLE UNIFORM LOADS
FLOOR 100% ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 13⁄4” 1.8E PWLVL
F L O O R
One 1³⁄₄” PWLVL Span (ft) 6
11⁷⁄₈”
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
11⁷⁄₈”
14”
16”
LL
-
-
-
-
-
-
-
-
-
-
-
-
-
TL
1063
1425
1796
2127
2850
3591
4388
5304
3190
4275
5387
6582
7955
⁄
⁄
⁄
⁄
LL TL BRG LL 10
TL BRG
A L L O W A B L E
LL 11
TL BRG LL
12
TL BRG
13
1 . 8 E
6.3
2.3
⁄
5.8
⁄
2887 3.9
1819 3.1
⁄
7.7
1618 3
⁄
5.3
7.5
1399 2.8
⁄
⁄
9.8
⁄
7.1
⁄
9.1
⁄
⁄
8.9
⁄
⁄
10.3 -
1711 8.7
⁄
2.9
2
⁄
5
1487 1.7
⁄
4.2
⁄
10.1
3.5
⁄
2937 2.6
⁄
6.6
2236 2.5
⁄
6.3
1857 2.3
⁄
2.1
⁄
⁄
9.1
4.4
5.8
5.3
⁄
8.2
7.7
2427
⁄
7.5
2098
⁄
⁄
7.1
⁄
9.1
3755
⁄
4.2
⁄
8.9
3316
⁄
4.1
-
⁄
10.3 -
2566 3.5
10.6 -
2858 3.5
11.5 -
-
1853
2.8
5105 4.6
3224 3.6
2405
3
9.8
-
2728
⁄
⁄
13.4 -
4331 3.9
-
3.1
11.1 5.4 -
3624 3.3
1954
1558 3
3.6
-
1131
855 1.5
7.2
1468
1114 1.5
⁄ -
8.7
2968
⁄
4
10.1 -
447
878
1190
1515
1790
670
1318
1785
2272
2686
TL
TL
TL
TL
TL
TL
TL
TL LL TL BRG LL TL BRG LL TL BRG LL TL BRG
1.5
⁄
3
122
⁄
1.5
⁄
1.5
⁄
⁄
1.5
⁄
1.5
⁄
⁄
1.5
⁄
1.5
⁄
⁄
⁄
1.5
⁄
1.5
⁄
⁄
⁄
⁄
1.5
⁄
1.5
⁄
⁄
⁄
⁄
2.2
⁄
2
⁄
1.7
⁄
1.5
⁄
1.5
3.2
⁄
7.1
2.7
⁄
6.7
2.4
⁄
5.9
476
3.5
⁄
2.8
328
2
⁄
5
258 371 3
1.7
⁄
4.2
207 294 3
1.5
⁄
3.6
168
162 1.5
7.5
623
118
3
⁄
426
4.1
⁄
3
782
5
203 1.5
7.9
567
145
3
⁄
869
5.6
⁄
8.4
661
257 3
⁄
970 6
181
106 1.5
3.4
778
331 3
79
3
2.4
8.9
1089
6.4
230
133 1.5
⁄
434 3
97
3
2.6
⁄
923
299
169 3
62 1.5
1.5
1404 3.6
1232
6.8
583
3.4
121
48
3
⁄
⁄
9.6
1107
398
219 3
78 1.5
1.5
7.2
682
3.7
154
59
3
⁄
2.7
⁄
236 3
1.5
⁄
Key to Table: LL = Maximum live load – limits deflection to L/360 TL = Maximum total load – limits deflections to L/240 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
1.5
⁄
3
365
1344
464
288 3
100 3
28 1.5
⁄
1.5
⁄
9.9
1614 3.8
783
4.2
200
74
25
3
1.5
⁄
2.9
⁄ -
546
387 3
131 3
37 1.5
⁄
1.7
7.8
880
4.7
267
94
30
3
1.5
⁄
3.9
648
454 3
173 3
48 3
53 1.5
⁄
⁄
1.9
⁄
995
5.3
311
122
38
40
3
1.5
1.5
⁄
1304 3.1
778
536 3
233 3
64 3
67 3
⁄
⁄
2.1
8.4
1134
5.7
366
163
48
49
31 3
1.5
1.5
1.5
⁄
639 3
274 3
85 3
85 3
24
14
⁄
⁄
⁄
⁄
⁄
2.3
⁄
944
434
190
63
61
39 3
12
1.5
1.5
1.5
1.5
1.5
6.1
769
3.2
324 3
116
3.4
109 3
30
18
⁄
⁄
⁄
⁄
⁄
⁄
521
223
83
77
50 3
15
1.5
1.5
1.5
1.5
1.5
2.4
3.3
1161
891
3.6
387 3
137
3.7
144 3
37
24
⁄
⁄
⁄
⁄
⁄
6.6
632
265
97
100
65 3
19
1.5
1.5
1.5
1.5
1.5
⁄
1024
4.2
466 3
163
4.2
194 3
47
32
⁄
⁄
⁄
⁄
⁄
318
114
133
86 3
24
1.5
1.5
1.7
1.5
1.7
2.6
778
568 3
195
4.7
227 3
61
43
⁄
⁄
⁄
⁄
4.9
386
136
156
117 3
31
1.5
1.5
1.9
1.5
⁄
701 3
236
5.3
268 3
81
58
⁄
⁄
⁄
⁄
163
183
137 3
42
1.5
1.5
2.1
1.5
1.9
475
288
5.7
319 3
95
69
⁄
⁄
⁄
3
198
217
162 3
49
1.5
1.5
2.3
⁄
356
6.1
384
3.2
112
81
⁄
⁄
⁄
261
193 3
57
1.5
1.5
2.4
1.5
243
445
3.6
133
97
⁄
⁄
6.6
316
233 3
68
1.5
1.5
⁄
512
4.2
159
118
⁄
⁄
284 3
81
1.5
1.7
2.6
389
193
144
⁄
4.9
351 3
99
1.5
⁄
237
178 1.5
1.9
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans
42
2239
579
1979 4
5.4
752
2211 4.1
-
3.5
10.6 -
1905
⁄
1000
2504 4.2
-
3.5
11.5 -
2150 3.6
2.2
1954
3404 4.6
-
1235
1039 2.1
8.2
1603
754
3
⁄
13.4 -
595
BRG
L
2416 3.3
11.1 5.4 -
439
LL
V
⁄
⁄
1238
3.5
570 1.5
2.5
979
386
7.1
6.6
1490
4.2
4.4
223
LL
L
⁄
⁄
9.1
TL
BRG
W
⁄
1.5
1958 2.6
⁄ -
2175
BRG
P
2.8
⁄
3.6
1302
743
7.5
699
5.3
1.7
7.2
1457
LL
30
⁄
5
⁄ -
889
BRG
28
2.1
⁄
501
618
519 3
⁄
2
992
7.7
809 3
1493 667
802
5.8
2.9
455
LL
26
⁄
⁄
5.4
-
BRG
24
3.1
⁄
1450
LL
22
2.3
8.2
909
6.3
377
285
⁄
⁄
⁄
2.2
1302
-
619
3.5
193
1.5
3.3
489
371
⁄
2.5
9.1
1208
6.6
745
4.2
251
1.5
⁄
651
496
⁄
2.6
⁄ -
979
5
333
1.7
3.6
971
BRG
20
⁄
7.2
593
LL
19
746 2
⁄ -
304
BRG
18
2.9
486
LL
17
5.4
296
BRG
16
⁄
651
152
LL
15
2.2
18”
LL BRG 14
Three 1³⁄₄” PWLVL
9¹⁄₂”
BRG 8
Two 1³⁄₄” PWLVL
Key
3.2
⁄
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
1.5
⁄
1.5
⁄
⁄
⁄
2.6
⁄
6.4
2.4
⁄
2.2
⁄
2
⁄
1.7
⁄
1.5
⁄
6
5.6
⁄
1848 3.4
⁄
8.4
1634 3.2
⁄
7.9
1455 3
⁄
7.5
1303 2.8
⁄
7.1
2.7
⁄
6.7
2.4
⁄
5.9
2
⁄
5
387 556 3
1.7
⁄
4.2
310 440 3
1.5
⁄
3.6
252
244 1.5
8.9
714
177
3
⁄
1661
492
3.5
⁄
2105 3.6
934
4.1
305 1.5
9.6
639
218
3
⁄
2016
1174
5
⁄
2421 3.8
851
386 1.5
9.9
992
272
3
⁄ -
1167
497 3
3.9
1385
346
159 1.5
6.8
651 3
119
3
⁄
449
200 1.5
1493 2.7
874
146
3
7.2
597
3.4
⁄
⁄
1023
3.7
254 3
92 3
⁄
1701 2.9
697
182
72
43
⁄
1.5
1.5
7.8
1175
4.2
328 3
117 3
37
1.5
⁄
⁄
⁄
819
232
89
55
⁄
1.5
1.7
1956 3.1
1320
4.7
432 3
151 3
46
1.5
⁄
⁄
301
111
72
⁄
1.5
1.9
8.4
973
581 3
196 3
57
1.5
⁄
5.3
400
141
96
⁄
1.5
⁄
681 3
259 3
72
1.5
⁄
2.1
⁄
1741
1167
467
183
128
⁄
1.5
5.7
804 3
350 3
94
1.5
⁄
⁄
549
244
175
⁄
1.5
2.3
3.3
1416
958 3
411 3
125
1.5
⁄
6.1
652
285
206
⁄
1.5
⁄
1153
3.2
486 3
146
1.5
⁄
1536 2.4
782
335
244
⁄
1.5
6.6
1336
3.6
580 3
172
1.5
⁄
398
292
⁄
1.5
⁄
949
699 3
204
1.5
4.2
477
353
⁄
⁄
852 3
244
1.5
1.7
2.6
1167
579
432
⁄
4.9
1052 3
296
1.5
⁄
712
534 1.5
1.9
353 3
1.5 ⁄ 3.2
P
1.8E PWLVL ALLOWABLE UNIFORM LOADS
W
FLOOR 100%
L
ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 31⁄2” 1.8E PWLVL Span (ft)
11⁷⁄₈”
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
LL
-
-
-
-
-
-
-
-
-
-
TL
2127
2850
3591
4388
5304
4254
5700
7182
8776
10607
BRG
1493
TL BRG LL
LL TL BRG 13
7.5
1399 2.8
⁄
7.1
⁄
9.1
⁄
⁄
8.9
⁄
⁄
10.3 -
1711 8.7
⁄
⁄
5
1983 1.7
⁄
4.2
1486 1.5
⁄
3.5
772
1979 4
2
1002
2211 4.1
-
3.5
10.6 -
1905
2985 1334
2504 4.2
-
3.5
11.5 -
2150 3.6
1235
5.3
⁄
5.4
2.9
10.1
⁄
7.2
3
3.6
3917 2.6
⁄
6.6
2981
⁄
6.3
1957 2476 2.3
⁄
5.8
2077 2.1
⁄
9.1
4.4
5.3
⁄
8.2
7.7
3236
⁄
7.5
2797
⁄
9.8
6807
⁄
4.6
7.1
⁄
9.1
5007
⁄
4.2
⁄
8.9
4421
⁄
4.1
-
⁄
10.3 -
3422 3.5
10.6 -
3811 3.5
11.5 -
-
2470
2.8
⁄
13.4 -
4299 3.6
3207
3
⁄
5.4
-
3637
⁄
11.1
5775 3.9
-
3.1
⁄ -
4832 3.3
2605
2.5
⁄ -
1507
1140 1.5
⁄ -
8.7
3957
⁄
4
10.1 -
447
878
1190
1515
1790
893
1757
2380
3030
3581
TL
TL
TL
TL
TL BRG LL TL BRG LL
LL TL BRG LL TL BRG LL TL LL TL BRG
3
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
⁄
2.2
⁄
2
⁄
1.7
⁄
1.5
⁄
1.5
3.2
⁄
7.1
2.7
⁄
6.7
2.4
⁄
5.9
476
3.5
⁄
2.8
328
2
⁄
5
258 371 3
1.7
⁄
4.2
207 294 3
1.5
⁄
3.6
168
162 1.5
7.5
623
118
3
⁄
426
4.1
⁄
3
782
5
203 1.5
7.9
567
145
3
⁄
869
5.6
⁄
8.4
661
257 3
⁄
970 6
181
106 1.5
3.4
778
331 3
79
3
2.4
8.9
1089
6.4
230
133 3
⁄
434 3
97
62 3
⁄
2.6
⁄
923
299
169 3
48
28
⁄
⁄
1.5
1404 3.6
1232
6.8
583
3.4
121
78 3
25
1.5
1.5
⁄
⁄
9.6
1107
398
219 3
59
37
⁄
⁄
1.5
7.2
682
3.7
154
100 3
30
1.5
1.5
⁄
2.7
⁄
236 3
1.5
⁄
1.5
⁄
3
486
1344
464
288 3
74
48
⁄
⁄
1.5
⁄
9.9
1614 3.8
783
4.2
200
131 3
38
1.5
1.5
⁄
2.9
⁄ -
546
387 3
94
64
⁄
⁄
1.7
7.8
880
4.7
267
173 3
48
1.5
1.5
⁄
3.9
648
454 3
122
85
⁄
⁄
1.9
⁄
995
5.3
311
233 3
63
1.5
1.5
⁄
1304 3.1
778
536 3
163
116
⁄
⁄
2.1
8.4
1134
5.7
366
274 3
83
1.5
1.5
⁄
639 3
190
137
⁄
⁄
2.3
⁄
944
434
324 3
97
1.5
1.5
6.1
769
3.2
223
163
⁄
⁄
⁄
521
387 3
114
1.5
1.5
2.4
3.3
1161
891
3.6
265
195
⁄
⁄
6.6
632
466 3
136
1.5
1.5
⁄
1024
4.2
318
236
⁄
⁄
568 3
163
1.5
1.7
2.6
778
386
288
⁄
4.9
701 3
198
1.5
⁄
475
356 1.5
1.9
3.2
⁄
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
4.7
1.7
⁄
1.5
⁄
4.2
⁄
7.8
1888 2268 2.9
⁄
7.2
1556 1990 2.7
⁄
6.8
1760 2.6
⁄
6.4
1566 2.4
⁄
6
2.2
⁄
5.6
796
775
1166
1.5
⁄
3.4
1.5
⁄
1.5
⁄
1.5
⁄
⁄
1.7
⁄
1.5
⁄
⁄
⁄
2463 3.4
⁄
8.4
1847 2178 3.2
⁄
7.9
1556 1940 3
⁄
7.5
1737 2.8
⁄
7.1
1565 2.7
⁄
6.7
2.4
⁄
5.9
2
⁄
5
1.7
⁄
4.2
587 3
1.5
⁄
3.6
336
325 1.5
8.9
413
236
3
⁄
2215
741 3
406 1.5
2807 3.6
516
290
3
9.6
952
3.5
⁄
⁄
2688
656
515 1.5
3228 3.8
1245
4.1
363
3
9.9
852
662 3
212
⁄
5
461
158
1.5
⁄
868
266 1.5
2
⁄ -
1134
598
3
3.9
1323
534
194
3
2608 3.1
1364
3.7
339
3
8.4
929
243
3
⁄
2322
1093
438 3
123 3
1.9
3.3
1297
309
96
57
⁄
1.5
5.3
576 3
156 3
49
1.5
⁄
119
74
⁄
1.5
⁄
401
201 3
61
1.5
3
148
97
⁄
⁄
261 3
76
1.5
1.5
2.1
908 3
188
127
⁄
⁄
5.7
622
345 3
96
1.5
1.5
⁄
1072 3
245
171
⁄
⁄
1781 2.3
732
467 3
125
1.5
1.5
6.1
1278 3
326
233
⁄
⁄
⁄
869
548 3
167
1.5
1.5
2048 2.4
1538
3.2
380
274
⁄
⁄
648 3
194
1.5
1.5
6.6
1042
447
326
⁄
3.6
774 3
229
1.5
⁄
530
390
⁄
1.5
⁄
1265
932 3
271
1.5
4.2
636
471
⁄
⁄
1136 3
326
1.5
1.7
2.6
1556
772
575
⁄
4.9
1402 3
395
1.5
⁄
949
712 1.5
1.9
L O A D S
BRG
⁄
243
F L O O R
TL BRG
1.5
A L L O W A B L E
TL
LL
30
⁄
⁄
3404 4.6
⁄
2605
TL
BRG
28
2.1
7.7
1618 3
9.8
-
1819
⁄
⁄
2.2
2900
LL
26
5.8
1039 3
2887 3.9
13.4 -
1943
BRG
24
⁄
8.2
-
3.1
⁄
5.4
1186
LL
22
2.3
⁄
11.1
607
BRG
20
2416 3.3
⁄ -
1603
754
570
⁄
6.3
1238
3.5
386
1.5
⁄
979
743
⁄
2.5
4.4
-
LL
19
501
1.5
6.6
1490
4.2
9.1
1450
BRG
18
⁄
⁄
1302
992 1.7
1958 2.6
⁄ -
971
LL
17
667
3.6
593
BRG
16
5
7.2
304
LL
15
⁄
⁄ -
LL BRG 14
2
2.9
1 . 8 E
TL BRG
12
5.4
TL LL
11
⁄
1302
BRG 10
2.2
LL
11⁷⁄₈”
L
8
Two 3¹⁄₂” PWLVL
9¹⁄₂”
V
6
One 3¹⁄₂” PWLVL
Key
471 3
1.5
⁄
3.2
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans Key to Table: LL = Maximum live load – limits deflection to L/360 TL = Maximum total load – limits deflections to L/240 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
43
L O A D S
1.8E PWLVL ALLOWABLE UNIFORM LOADS
ROOF SNOW115% ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 13⁄4” 1.8E PWLVL
R O O F
Span (ft)
6
One 1³⁄₄” PWLVL
Key
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
11⁷⁄₈”
14”
16”
LL
-
-
-
-
-
-
-
-
-
-
-
-
-
TL
1224
1640
2066
2447
3279
4132
5049
6102
3671
4919
6198
7573
9152
⁄
⁄
⁄
⁄
⁄
⁄
2.5
LL
A L L O W A B L E
11
TL BRG LL
12
TL BRG LL
13
TL BRG LL
14
TL BRG LL
15
TL BRG LL
16
TL BRG LL
17
TL BRG
1 . 8 E
LL 18
TL BRG LL
19
TL BRG LL
20
TL BRG LL
22
TL
L
BRG LL 24
TL BRG
V
LL 26
TL BRG LL
L
28
TL BRG LL
30
W P
TL BRG
3.3
⁄
⁄
3
⁄
2.9
289
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
⁄
1.9
⁄
1.7
⁄
1.5
⁄
1.5
⁄
1.5
1.5
1610 3.3
⁄
⁄
⁄
⁄
⁄
1970 4
2.6
⁄
2.5
⁄
2.3
⁄
2.2
⁄
2
⁄
1.8
⁄
1.5
⁄
6.5
⁄
1744 3.8
1307 3.3
3.1
⁄
7.8
2.9
⁄
2.8
⁄
2.6
⁄
2.5
⁄
7.3
⁄
1617 4.1
⁄
1419 3.9
⁄
8.6
3.1
⁄
8.1
⁄
2.8
2.6
2.3
⁄
⁄
⁄
⁄
6.4
5.6
4.9
320
⁄
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans
44
⁄
3.9
898 1.5
⁄
3380 3
⁄
⁄
⁄
⁄
⁄
Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
⁄
⁄
1.5
⁄
4.2
1.5
⁄
⁄
5.2
1.9
⁄
1.7
⁄
1.5
⁄
1.5
⁄
1.5
4.9
1.5
2794 3.5
2416 3.3
⁄
⁄
⁄
⁄
⁄
⁄
7
1539 2.6
⁄
6.5
2.5
⁄
6.1
3817
⁄
⁄
2.3
⁄
2.2
⁄
2
⁄
1.8
⁄
1.5
⁄
5.8
2954 4
1.5
⁄
5.5
2616 3.8
2253 3.6
⁄
3092 4.5
1960 3.3
⁄
2787
8.3
7.8
1521 2.9
⁄
7.3
1354 2.8
⁄
2.6
⁄
2.5
⁄
2.2
⁄
1.9
⁄
6.9
6.6
2425 4.1
6.2
2128 3.9
⁄
1883 3.6
1677 3.4
⁄
8.6
1488 1502 3.3
⁄
8.1
1353 3.1
⁄
7.7
2.8
⁄
7
2.6
⁄
6.4
750 4
2.3
⁄
5.6
465 595
3.4
⁄
9.1
581
1.9
⁄
4.9
378
332 1.5
⁄ -
932
265
3
9.6
738
4.6
⁄
⁄ -
1114
5.5
414 1.5
10.3
958
327
3
⁄
1276
522 1.6
11
-
1720
⁄
⁄
4.4
-
3.1
11.3
-
408
3
⁄
-
670
218 1.5
8.9
519
3.1
⁄
⁄
11.6
-
876
3.7
178
3
⁄
-
673
273 1.5
9.6
1093
4.5
⁄
⁄
896
219
3
3417 4.6
-
1213
5
345 1.5
10
1045
273
3
⁄
11.8 -
1229
444 3
10.2 4.7
1459
347
129 1.5
1770 2.8
12.2 -
3290 4.1
1750
582 3
109
3
7.6
451
162 1.5
⁄
781 3
133
3
2055 3
10.5 4.9
-
600
206 1.5
⁄
-
914 3
167
3
8.2
700
266 1.5
⁄
1063
212
3
4322
⁄
-
823
351 1.5
3711 4.2
-
1194
3.4
⁄
8.7
977
3.8
⁄
⁄
13.2 -
-
1350
4.3
275
3
⁄
1172
472 3
5875
11.2 5.3 -
8.8
15.4 -
⁄
1423
366
61
⁄
2.1
553 3
56
1.5
5.6
427
78
⁄
⁄
654 3
68
1.5
2.2
502
101
⁄
6.1
779 3
85
1.5
⁄
596
132
⁄
1794 2.4
938 3
109
1.5
6.6
715
279 1.5
⁄
⁄
12.8 6.2
4984 4.5
-
2138 2.7
9.4
3140 3.5
-
1142 3
330 1.5
7.3
868
394 1.5
⁄
⁄
18”
-
-
2573 2.9
10.4 5.1
4170 3.8
-
1314 3
475 1.5
7.6
1068
580 1.5
4.2
-
1526
3.3
716 1.5
8.3
1334
175 7
252
1.7
1145 1.6
⁄
1696
141
397
3
4.4
237
7.7
310
1.9
⁄
188
500 4
1429 1.8
219
387
3.4
⁄
⁄
622
4.6
221 1.5
3.3
4.9
257
492
177
3
9.1
743
5.5
276 1.5
⁄
639
218
3
3.4
⁄
305
902
6.2
⁄
9.6
851
348 1.6
⁄
1255 3.6
1732 2
366
1001
6.6
272
3
10.3
992
446 1.9
⁄
5.8
445
1118
6.9
346
3.1
11
-
584 2.2
⁄
-
449
3.7
⁄
1858 4.4
⁄
547
-
729
4.5
145 1.5
8.3
597
119
3
⁄
11.3
-
809
5
⁄
8.9
697
182 1.5
⁄
2577 2.3
683
-
1502 3.6
11.6
⁄
-
903
146
3
⁄
2061 4.5
819
5.5
⁄
9.6
1014
5.8
230 1.5
⁄
973
182
3
2278 4.6
3.3
-
868
-
1147
6.1
296 1.5
10
-
232
3
⁄
11.8 -
-
388 3
86 1.5
7
301
72
3
⁄
521 3
108 1.5
2.8
400
89
3
7.6
610 3
137 1.5
⁄
467
111
3
1370 3
709
3.4
178 1.5
2545
⁄
10.2 4.7
6.2
1127
2193 4.1
-
549
141
3
8.2
796
3.8
⁄
⁄
12.2 -
-
652
234 1.5
⁄
-
900
183
3
2882
10.5 4.9
⁄
1500
⁄
782
4.3
⁄
8.7
1026
4.9
⁄
⁄
13.2 -
-
1863 3.5
11.2 5.3
2474 4.2
949
315 3
8.8
1180
5.2
244
41 1.5
2.1
⁄
1167
369 3
37
3
5.6
285
52 3
⁄
436 3
46
73 1.5
⁄
2.2
3917
-
335
67 3
59
3
1.5
6.1
519 3
57
91 1.5
⁄
⁄
398
88
73
3
1.5
2.4
625 3
72
3.1
⁄
⁄
6.6
477
117
3.7
115 3
1.5
⁄
761 3
94
91
43 3
⁄
⁄
2.7
⁄
2.5
-
⁄ -
2093 3.5
15.4 -
3323 4.5
-
579
158
4.5
148 3
36
20
⁄
⁄
1.5
1.5
7.3
876 3
125
116
54 3
19
1.5
1.5
⁄
⁄
⁄
9.4
-
1716 2.9
⁄
12.8 6.2 -
2780 3.8
-
712
186
5
194 3
44
26
⁄
⁄
1.8
1.5
7.6
1018
3.3
146
150
69 3
23
1.5
1.5
⁄
⁄
220
5.5
260 3
56
34
⁄
⁄
2
1.5
172
200
89 3
28
1.5
1.5
⁄
⁄
889
263
5.8
305 3
71
44
⁄
⁄
2.2
2254 3
10.4 5.1 -
1196
3.9
204
233
117 3
36
1.5
1.5
⁄
⁄
4.2
1131
317
6.1
354
3.4
92
58
⁄
⁄
2.3
1.6
8.3
1426
4.4
244
274
157 3
47
1.5
1.5
⁄
⁄
387
6.5
398
3.8
122
79
⁄
⁄
2.5
1.8
⁄
-
296
326
184 3
63
1.5
1.5
⁄
4.9
477 7
450
4.3
142
93
⁄
⁄
⁄
391
218 3
73
1.5
1.7
2.6
⁄
365
513
4.9
167
110
⁄
⁄
2.8
1154 2
598
7.6
474
260 3
86
1.5
1.9
⁄
5.8
455
590
5.2
199
131
⁄
⁄
3
⁄
763
8.2
583
313 3
102
1.5
2.1
⁄
1718 2.3
579
685
5.6
238
158
⁄
⁄
381 3
122
1.5
3.3
3.3
-
953
8.7
-
289
193
⁄
2.2
⁄
805
6.1
438 3
148
1.5
3.5
6.2
752
-
356
239
⁄
⁄
8.8
931
6.6
509
3.3
182
1.5
2.4
⁄
⁄
1000
-
445
299
⁄
3.5
598
3.9
228
1.5
⁄
9.4
1047
7.3
565
382
⁄
2.7
⁄ -
713
4.4
2.5
-
1390 3.8
-
476
1.6
7.6
⁄
10.4 -
858
4.9
⁄
⁄
4.2
-
376
1.8
8.3
1127
5.8
577 2
⁄ -
500
TL LL
6.2
859 2.3
LL BRG
⁄ -
TL BRG
10
Three 1³⁄₄” PWLVL
11⁷⁄₈”
BRG 8
Two 1³⁄₄” PWLVL
9¹⁄₂”
479 3
1.7
⁄
4.2
P
1.8E PWLVL ALLOWABLE UNIFORM LOADS
W
ROOF SNOW115%
L
ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 31⁄2” 1.8E PWLVL Span (ft)
11⁷⁄₈”
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
LL
-
-
-
-
-
-
-
-
-
-
TL
2447
3279
4132
5049
6102
4894
6558
8263
10097
12203
BRG
2.5
LL TL BRG LL 10
TL BRG LL TL BRG LL
12
TL BRG LL
13
TL BRG
14
TL BRG LL
15
TL BRG LL
16
TL BRG LL
17
TL BRG LL
18
TL BRG LL
19
TL BRG LL
20
TL BRG LL TL BRG LL
24
TL BRG LL
26
TL BRG LL
28
TL LL
30
TL BRG
⁄
5.8
1154
⁄
⁄
4.9
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
2.3
⁄
2.2
⁄
2
⁄
1.8
⁄
1.5
⁄
1.5
⁄
1307 3.3
⁄
3.1
⁄
2.9
⁄
2.8
⁄
2.6
⁄
2.5
⁄
8.3
1858
⁄
7.8
7.3
1617 4.1
⁄
1419 3.9
1255 3.6
⁄
8.6
3.3
⁄
3.1
⁄
2.8
8.1
⁄
⁄
⁄
6.4
5.6
397 1.9
⁄
4.9
252 320 3
1.7
⁄
⁄
3.9
1197 1.5
⁄
3.3
⁄
4507 3
⁄
⁄
⁄
⁄
⁄
⁄
1.5
⁄
4.2
1.5
⁄
2.1
⁄
5.2
1.9
⁄
4.9
1.7
⁄
1.5
⁄
1.5
⁄
1.5
1.5
4.3
3.8
⁄
⁄
3221
⁄
⁄
⁄
⁄
⁄
7
2052 2.6
⁄
6.5
1801 2.5
⁄
6.1
1592 2.3
⁄
2.2
⁄
2
⁄
1.8
⁄
1.5
⁄
1.5
⁄
5.8
5.5
5
1.5
4.5
10
⁄
⁄
5089 4.7
⁄
⁄
⁄
8.9
2613
⁄
8.3
⁄
7.8
2028 2.9
⁄
7.3
1806
⁄
6.9
1618 2.6
⁄
6.6
1457 2.5
⁄
2.2
⁄
1.9
⁄
1.6
1.5
⁄
6.2
⁄
10.3
5.5
2510 3.6
⁄
9.1
2235 3.4
⁄
8.6
1984 2003 3.3
⁄
8.1
1701 1804 3.1
⁄
7.7
1486 2.8
⁄
7
1243 2.6
⁄
6.4
774 1000 4
2.3
⁄
5.6
620 794
3.4
1.9
⁄
4.9
504
443
⁄
9.6
984
4.6
⁄
⁄ -
1278
354
1.5
11
2838 3.9
1639
2.8
⁄
3233 4.1
1945
551
3
3717
-
2293 3.1
11.3
4.4
-
435
3
⁄
-
696 3
4123 4.5
-
3.3
11.6
-
3004 3.6
11.8
4556 4.6
-
544
291
⁄
9.6
893
3.1
⁄
⁄
12.2
-
691
237
1.5
⁄
1168
3.7
363
3
5763 4.9
-
898
292
1.5
10.2
1195
460
3
⁄
13.2
-
1393
364
3
10.5
3489 3.8
1897
592 3
171 1.5
2360 2.8
463
145
3
⁄
3939 4
2333
776 3
216 1.5
7.6
601
178
3
⁄
⁄
-
2741 3
7833 5.3
-
4387 4.1
-
1042 3
275 1.5
8.2
800
222
3
⁄
11.2
4948 4.2
15.4 -
-
1219 3
355 1.5
8.7
933
283
3
⁄
-
3.3
⁄
-
1417
468 1.5
8.8
1098
3.4
⁄
⁄
6.2
-
1303
367
3
⁄
12.8
6645 4.5
1563
630 3
82
⁄
5.6
488
74
1.5
⁄
738 3
104
⁄
2035 2.2
570
91
1.5
6.1
872 3
134
⁄
⁄
670
114
1.5
2392 2.4
9.4
3726 3.5
2261
1039 3
176
⁄
6.6
795
145
1.5
⁄
⁄
-
2851 2.7
⁄ -
4187 3.5
-
1250 3
372 1.5
7.3
954
440 1.5
⁄
5.1
-
3431 2.9
10.4
5561 3.8
-
1522 3
526 1.5
7.6
1158
634 1.5
⁄
4.2
-
1752 3
773 1.5
8.3
1424
955 1.5
⁄
1778
233 7
310
3.4
1526 1.6
188
500 2.3
4.4
316
7.7
387
4
⁄
250
622 2.6
1905 1.8
292
492
4.6
⁄
⁄
743
5.5
221 1.5
3.4
4.9
343
639
177
3
9.1
902
6.2
276 1.5
⁄
⁄
407
851
218
3
9.6
1001
6.6
⁄
⁄
2309 2
488
992
348 1.6
10.3
1118
6.9
272
3
⁄
5.8
593
-
446 1.9
11
-
346
3.1
⁄
4.4
⁄
729
-
584 2.2
11.3
-
449
3.7
⁄
8.9
729
145 1.5
⁄
597
119
3
⁄
3435 2.3
911
-
1502 3.6
11.6
2061 4.5
-
809
4.5
⁄
9.6
697
5
⁄
⁄
903
5.5
182 1.5
⁄
3.3
-
1158
-
1744 3.8
11.8
2278 4.6
819
146
3
10
1014
5.8
230 1.5
⁄
6.2
1503
2545 4.7
973
182
3
⁄
12.2
-
1147
6.1
296 3
86 3
2.5
10.2
-
232
72
41
⁄
1.5
6.5
388 3
108 3
37
1.5
⁄
⁄
301
89
52
⁄
1.5
2.6
⁄
⁄
2001
-
1970 4
13.2
2882 4.9
-
521 3
137 3
46
1.5
⁄
7
400
111
67
⁄
1.5
⁄
610 3
178 3
57
1.5
⁄
2.8
467
141
88
⁄
1.5
7.6
709
3.4
234 3
72
1.5
⁄
⁄
549
183
117
⁄
1.5
1370 3
⁄
-
796
3.8
315 3
94
1.5
⁄
8.2
652
244
158
⁄
1.5
⁄
10.5
⁄
2.5
-
-
2193 4.1
15.4
3917 5.3
-
1610 3.3
11.2
⁄
-
900
4.3
369 3
125
1.5
⁄
8.7
782
285
186
⁄
1.7
⁄
-
1026
4.9
436 3
146
1.5
⁄
⁄
⁄ -
2474 4.2
949
335
220
⁄
1.9
8.8
1863 3.5
6.2
-
1180
5.2
519 3
172
1.5
⁄
398
263
⁄
2.1
⁄
12.8
3323 4.5
1167
625 3
204
1.5
5.6
477
317
⁄
⁄
761 3
244
1.5
2.2
9.4
-
579
387
⁄
6.1
876 3
296
1.5
⁄
712
477
⁄
2.4
1018
3.3
365
1.5
6.6
889
598
⁄
⁄
⁄
-
1196
3.9
455
1.5
2.7
⁄ -
2093 3.5
1131
763
⁄
7.3
1426
4.4
579
1.6
⁄
5.1
-
1716 2.9
10.4
2780 3.8
-
953
⁄
7.6 -
752
1.8
⁄
4.2
-
2254 3
1000
2
8.3
L O A D S
BRG
1718 2.3
⁄ -
R O O F
22
3.3
A L L O W A B L E
LL
6.2
1 . 8 E
11
⁄ -
11⁷⁄₈”
L
8
Two 3¹⁄₂” PWLVL
9¹⁄₂”
V
6
One 3¹⁄₂” PWLVL
Key
639 3
1.7
⁄
4.2
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
45
L O A D S
1.8E PWLVL ALLOWABLE UNIFORM LOADS
ROOF NON-SNOW 125% ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 13⁄4” 1.8E PWLVL
R O O F
Span (ft)
6
8
A L L O W A B L E
10
11
12
13
14
15
16
17
1 . 8 E
18
19
20
L
22
V
24
26
L
28
P
W
30
One 1³⁄₄” PWLVL
Key
Two 1³⁄₄” PWLVL
Three 1³⁄₄” PWLVL
9¹⁄₂”
11⁷⁄₈”
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
11⁷⁄₈”
14”
16”
LL
-
-
-
-
-
-
-
-
-
-
-
-
-
TL
1330
1783
2246
2661
3565
4492
5489
6634
3991
5348
6738
8233
9950
BRG
2.7 ⁄ 6.7
3.6 ⁄ 9
4.5 ⁄ 11.4
2.7 ⁄ 6.7
3.6 ⁄ 9
4.5 ⁄ 11.4
5.5 ⁄ 13.9
6.7 ⁄ 16.8
2.7 ⁄ 6.7
3.6 ⁄ 9
4.5 ⁄ 11.4
5.5 ⁄ 13.9
6.7 ⁄ 16.8
LL
-
-
-
-
-
-
-
-
-
-
-
-
-
TL
934
1225
1512
1868
2451
3023
3613
4259
2802
3676
4535
5419
6388
BRG
2.5 ⁄ 6.3
3.3 ⁄ 8.3
4.1 ⁄ 10.2
2.5 ⁄ 6.3
3.3 ⁄ 8.3
4.1 ⁄ 10.2
4.9 ⁄ 12.2
5.7 ⁄ 14.4
2.5 ⁄ 6.3
3.3 ⁄ 8.3
4.1 ⁄ 10.2
4.9 ⁄ 12.2
5.7 ⁄ 14.4
LL
500
-
-
1000
-
-
-
-
1500
-
-
-
-
TL
628
933
1138
1256
1866
2277
2691
3134
1883
2799
3415
4036
4700
BRG
2.1 ⁄ 5.3
3.2 ⁄ 7.9
3.8 ⁄ 9.6
2.1 ⁄ 5.3
3.2 ⁄ 7.9
3.8 ⁄ 9.6
4.5 ⁄ 11.4
5.3 ⁄ 13.2
2.1 ⁄ 5.3
3.2 ⁄ 7.9
3.8 ⁄ 9.6
4.5 ⁄ 11.4
5.3 ⁄ 13.2
LL
376
734
-
752
1468
-
-
-
1127
2202
-
-
-
TL
497
775
1013
993
1550
2026
2385
2767
1490
2326
3039
3578
4151
BRG
1.9 ⁄ 4.6
2.9 ⁄ 7.2
3.8 ⁄ 9.4
1.9 ⁄ 4.6
2.9 ⁄ 7.2
3.8 ⁄ 9.4
4.4 ⁄ 11.1
5.1 ⁄ 12.9
1.9 ⁄ 4.6
2.9 ⁄ 7.2
3.8 ⁄ 9.4
4.4 ⁄ 11.1
5.1 ⁄ 12.9
LL
289
565
-
579
1131
-
-
-
868
1696
-
-
-
TL
382
651
876
763
1301
1752
2142
2477
1145
1952
2627
3213
3716
BRG
1.6 ⁄ 3.9
2.6 ⁄ 6.6
3.6 ⁄ 8.9
1.6 ⁄ 3.9
2.6 ⁄ 6.6
3.6 ⁄ 8.9
4.3 ⁄ 10.9
5 ⁄ 12.6
1.6 ⁄ 3.9
2.6 ⁄ 6.6
3.6 ⁄ 8.9
4.3 ⁄ 10.9
5 ⁄ 12.6
LL
228
445
729
455
889
1457
-
-
683
1334
2186
-
-
TL
299
553
745
598
1107
1491
1897
2242
898
1660
2236
2846
3363
BRG
1.5 ⁄ 3.3
2.4 ⁄ 6.1
3.3 ⁄ 8.2
1.5 ⁄ 3.3
2.4 ⁄ 6.1
3.3 ⁄ 8.2
4.2 ⁄ 10.4
4.9 ⁄ 12.3
1.5 ⁄ 3.3
2.4 ⁄ 6.1
3.3 ⁄ 8.2
4.2 ⁄ 10.4
4.9 ⁄ 12.3
LL
182
356
583
365
712
1167
-
-
547
1068
1750
-
-
TL
239
469
642
477
938
1283
1634
2021
716
1408
1925
2451
3032
BRG
1.5 ⁄ 3
2.2 ⁄ 5.6
3 ⁄ 7.6
1.5 ⁄ 3
2.2 ⁄ 5.6
3 ⁄ 7.6
3.9 ⁄ 9.7
4.8 ⁄ 12
1.5 ⁄ 3
2.2 ⁄ 5.6
3 ⁄ 7.6
3.9 ⁄ 9.7
4.8 ⁄ 12
LL
148
289
474
296
579
949
1416
-
445
868
1423
2124
-
TL
193
381
558
387
761
1116
1421
1759
580
1142
1675
2132
2638
BRG
1.5 ⁄ 3
1.9 ⁄ 4.9
2.8 ⁄ 7.1
1.5 ⁄ 3
1.9 ⁄ 4.9
2.8 ⁄ 7.1
3.6 ⁄ 9.1
4.5 ⁄ 11.2
1.5 ⁄ 3
1.9 ⁄ 4.9
2.8 ⁄ 7.1
3.6 ⁄ 9.1
4.5 ⁄ 11.2
LL
122
238
391
244
477
782
1167
-
366
715
1172
1750
-
TL
158
313
490
317
625
980
1248
1544
475
938
1470
1871
2316
BRG
1.5 ⁄ 3
1.7 ⁄ 4.3
2.7 ⁄ 6.7
1.5 ⁄ 3
1.7 ⁄ 4.3
2.7 ⁄ 6.7
3.4 ⁄ 8.5
4.2 ⁄ 10.5
1.5 ⁄ 3
1.7 ⁄ 4.3
2.7 ⁄ 6.7
3.4 ⁄ 8.5
4.2 ⁄ 10.5
LL
102
199
326
204
398
652
973
-
305
596
977
1459
-
TL
131
260
428
263
519
856
1103
1366
394
779
1284
1655
2048
BRG
1.5 ⁄ 3
1.5 ⁄ 3.8
2.5 ⁄ 6.2
1.5 ⁄ 3
1.5 ⁄ 3.8
2.5 ⁄ 6.2
3.2 ⁄ 8
3.9 ⁄ 9.9
1.5 ⁄ 3
1.5 ⁄ 3.8
2.5 ⁄ 6.2
3.2 ⁄ 8
3.9 ⁄ 9.9
LL
86
167
274
172
335
549
819
1167
257
502
823
1229
1750
TL
110
218
360
220
436
719
983
1216
330
654
1079
1474
1824
BRG
1.5 ⁄ 3
1.5 ⁄ 3.4
2.2 ⁄ 5.5
1.5 ⁄ 3
1.5 ⁄ 3.4
2.2 ⁄ 5.5
3 ⁄ 7.5
3.7 ⁄ 9.3
1.5 ⁄ 3
1.5 ⁄ 3.4
2.2 ⁄ 5.5
3 ⁄ 7.5
3.7 ⁄ 9.3 1488
LL
73
142
233
146
285
467
697
992
219
427
700
1045
TL
93
184
305
186
369
610
880
1090
279
553
914
1321
1635
BRG
1.5 ⁄ 3
1.5 ⁄ 3
2⁄5
1.5 ⁄ 3
1.5 ⁄ 3
2⁄5
2.9 ⁄ 7.1
3.5 ⁄ 8.8
1.5 ⁄ 3
1.5 ⁄ 3
2⁄5
2.9 ⁄ 7.1
3.5 ⁄ 8.8 1276
LL
63
122
200
125
244
400
597
851
188
366
600
896
TL
79
157
260
158
315
521
782
982
237
472
781
1173
1473
BRG
1.5 ⁄ 3
1.5 ⁄ 3
1.8 ⁄ 4.5
1.5 ⁄ 3
1.5 ⁄ 3
1.8 ⁄ 4.5
2.7 ⁄ 6.7
3.4 ⁄ 8.4
1.5 ⁄ 3
1.5 ⁄ 3
1.8 ⁄ 4.5
2.7 ⁄ 6.7
3.4 ⁄ 8.4
LL
47
92
150
94
183
301
449
639
141
275
451
673
958
TL
58
117
194
117
234
388
584
809
175
351
582
876
1213
BRG
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3.7
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3.7
2.2 ⁄ 5.5
3.1 ⁄ 7.6
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3.7
2.2 ⁄ 5.5
3.1 ⁄ 7.6
LL
36
71
116
72
141
232
346
492
109
212
347
519
738
TL
44
89
148
88
178
296
446
640
132
266
444
670
960
BRG
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3.1
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3.1
1.9 ⁄ 4.6
2.6 ⁄ 6.6
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3.1
1.9 ⁄ 4.6
2.6 ⁄ 6.6 581
LL
28
56
91
57
111
182
272
387
85
167
273
408
TL
34
69
115
67
137
230
348
500
101
206
345
522
750
BRG
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.6 ⁄ 4
2.3 ⁄ 5.6
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.6 ⁄ 4
2.3 ⁄ 5.6 465
LL
23
44
73
46
89
146
218
310
68
133
219
327
TL
26
54
91
52
108
182
276
397
78
162
273
414
595
BRG
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3.4
1.9 ⁄ 4.9
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3.4
1.9 ⁄ 4.9 378
LL
19
36
59
37
72
119
177
252
56
109
178
265
TL
20
43
73
41
86
145
221
320
61
129
218
332
479
BRG
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.7 ⁄ 4.2
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.5 ⁄ 3
1.7 ⁄ 4.2
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans
46
18”
Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
P
1.8E PWLVL ALLOWABLE UNIFORM LOADS
W
ROOF NON-SNOW 125%
L
ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 31⁄2” 1.8E PWLVL Span (ft)
11⁷⁄₈”
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
LL
-
-
-
-
-
-
-
-
-
-
TL
2661
3565
4492
5489
6634
5321
7130
8984
10978
13267
BRG
2.7
LL TL BRG LL 10
TL BRG LL TL BRG LL
12
TL BRG
13
⁄
7.2
1301
3.9
2.6
⁄
6.6
9.6
⁄
9.4
⁄
⁄
⁄
11.1
8.9
⁄
⁄
10.9
12.9
⁄
3736 2.5
⁄
6.3
2511 2.1
⁄
5.3
1987 1.9
⁄
4.6
1158
2477 5
3.6
12.6
1526 1.6
⁄
⁄
9
⁄
4.5
-
1503
-
2142 4.3
13.2
2767 5.1
6.7
3.9
⁄
8.3
⁄
7.9
3101
⁄
7.2
2602
⁄
6.6
9.6
⁄
⁄
9.4
8517 5.7
⁄
11.4
6267 5.3
⁄
⁄
8.9
11.1
5535 5.1
⁄
⁄
12.9 -
4284 4.3
13.2 -
4771 4.4
14.4 -
-
3503
⁄
12.2
⁄
16.8 -
5381 4.5
-
3.6
⁄
-
4052 3.8
6.7
7225 4.9
-
2261
2.6
⁄
13.9
-
4553 3.8
2936
2.9
10.2 -
3731
⁄
⁄
5.5
-
6046 4.1
-
3.2
11.4 -
4901 3.3
2001
-
-
1752
14.4
3134 5.3
2385 4.4
-
3.6
11.4 -
2026
⁄
⁄ -
2691 4.5
-
3.8
4259 5.7
⁄ -
10.9
4955 5
⁄
12.6 -
598
1107
1491
1897
2242
1197
2214
2981
3794
4484
TL
TL
TL
TL
TL BRG LL TL BRG LL
LL TL BRG LL TL BRG LL
LL TL BRG
3.3
⁄
1.5
⁄
1.5
⁄
1.8
⁄
1.5
⁄
1.5
⁄
1.5
1.5
⁄
2.9
⁄
2.7
⁄
2.2
⁄
1.9
⁄
1759 4.5
⁄
1544
⁄
3.7
⁄
9.3
3.5
⁄
8.8
3.4
⁄
8.4
3.1
⁄
7.6
640
4.6
2.6
⁄
6.6
387 500 4
2.3
⁄
5.6
310 397
3.4
⁄
9.9
492
1.9
⁄
4.9
252
221 1.5
⁄
809
5.5
177
3
1366 3.9
320 3
1.7
⁄
955 1.5
⁄
⁄
⁄
4.2
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
⁄
7.1
1959 2.7
⁄
6.7
1712 2.5
⁄
6.2
2.2
⁄
5.5
2
⁄
5
1.8
⁄
1.5
⁄
4.5
⁄
⁄
⁄
⁄
2495 3.4
⁄
8.5
2207
⁄
8
1639 1965 3
⁄
7.5
1761 2.9
⁄
7.1
1564 2.7
⁄
6.7
2.2
⁄
1.9
⁄
1.6
1.5
⁄
3517 4.5
⁄
1.5
3087 4.2
⁄
10.5 -
2731 3.9
⁄
9.9
2333 2433 3.7
⁄
9.3
1984 2180 3.5
⁄
8.8
1701 1964 3.4
⁄
8.4
1618 3.1
⁄
7.6
1280
4.6
2.6
⁄
6.6
774 1000 4
2.3
⁄
5.6
620 794
3.4
⁄
11.2 -
984
1.9
⁄
4.9
504
443 3
12
1278
5.5
⁄
⁄ -
1945
3.2
12.3
4043 4.8
2333
354
291 1.5
9.1
551 3
237
3
⁄
435
363 1.5
2843 3.6
696 3
⁄
2832
544
292
3
9.7
893
3.1
460 1.5
⁄
691
364
3
3268 3.9
1168
3.7
4.9
-
898
592 1.5
10.4 -
1195
463
3
⁄
4.2
1393
776 3
171 1.5
⁄
601
145
3
2233 2.8
1042 3
216 1.5
1897
800
178
3
7.6
1219 3
275 3
82
⁄
⁄
⁄
933
222
74
1.5
1.5
2567 3
1438
3.4
355 3
104
⁄
⁄
283
91
1.5
1.5
8.2
1098
468 3
134
⁄
3.8
367
114
1.5
⁄
630 3
176
⁄
1.5
⁄
2333
1303
488
145
1.5
4.3
738 3
233
⁄
⁄
570
188
1.5
1.7
3.3
1563
872 3
316
⁄
4.9
670
250
1.5
⁄
1039 3
372
⁄
1.9
795
292
1.5
5.6
1250 3
440
⁄
⁄
954
343
1.5
2.2
1522 3
526 1.5
6.1
1158
634 1.5
⁄
1877 3
773 1.5
2.4
1424
407
639
276 1.5
10.5
982
218
3
⁄
3.3
488
851
6.7
⁄
11.2 -
4.2
⁄
593
1090
7.1
348 1.6
12
992
272
3
⁄
1216
7.5
446
3.1
⁄
3
346
145 1.5
2021 4.8
1.5
729
1167
584
119
3
8
449
3.7
⁄
⁄
3.2
12.3
-
782
182 3
8.5
597
4.5
⁄
⁄
880
5
146
86 3
⁄
230 3
72
41
⁄
⁄
3.4
697
182
108 3
37
1.5
1.5
2
9.1
983
5.5
296 3
89
52
⁄
⁄
⁄
232
137 3
46
1.5
1.5
2.2
⁄
819
388 3
111
67
⁄
⁄
1421 3.6
1103
6.2
301
178 3
57
1.5
1.5
⁄
9.7
973
521 3
141
88
⁄
⁄
2.5
⁄
1248
6.7
400
234 3
72
1.5
1.5
⁄
610 3
183
117
⁄
⁄
2.7
⁄
1167
467
315 3
94
1.5
1.5
7.1
719
3.4
244
158
⁄
⁄
⁄
4.9
-
1634 3.9
549
369 3
125
1.5
1.5
2.8
10.4 -
1416
856
3.8
285
186
⁄
⁄
⁄
4.2
652
436 3
146
1.5
1.5
7.6
980
4.3
335
220
⁄
⁄
⁄
782
519 3
172
1.5
1.7
3
1116
4.9
398
263
⁄
⁄
8.2
949
625 3
204
1.5
1.9
⁄
1283
5.6
477
317
⁄
⁄
761 3
244
1.5
2.2
3.3
1167
579
387
⁄
6.1
938 3
296
1.5
⁄
712
477 1.5
2.4
L O A D S
TL BRG
⁄
365
R O O F
TL BRG
1.5
A L L O W A B L E
TL
LL
30
2.9
⁄
12.2 -
2277 3.8
1131
763
⁄
7.9
1550
4.6
579
1.6
⁄
⁄
2.7
TL
BRG
28
⁄
1866 3.2
3613 4.9
-
1468
993 1.9
-
10.2
16.8 -
-
LL
26
752
⁄
⁄
2914
BRG
24
5.3
3023 4.1
6.7
1778
LL
22
⁄
8.3
13.9 -
911
BRG
20
1256
⁄
⁄
5.5
-
LL
19
2451 3.3
11.4 -
-
BRG
18
6.3
1000
2.1
⁄
4.5
1457
LL
17
⁄
9
889
BRG
16
1868 2.5
⁄
-
455
LL
15
3.6
LL BRG 14
6.7
1 . 8 E
11
⁄ -
11⁷⁄₈”
L
8
Two 3¹⁄₂” PWLVL
9¹⁄₂”
V
6
One 3¹⁄₂” PWLVL
Key
639 3
1.7
⁄
4.2
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
47
I N S T A L L A T I O N
2.0E PWLVL PRODUCT LINE You’ve probably been building with traditional sawn lumber beams and headers for as long as you’ve been building. Now through advances in technology and design, there is a better choice –
&
Pacific Woodtech LVL headers and beams. They are simply a better alternative than traditional
P R O D U C T S
sawn lumber pieces. Work with a stronger, stiffer, more consistent and more predictable building material. Compared with similar sized sections, our PWLVL headers and beams can support heavier loads and allows greater spans than conventional lumber. Each piece of PWLVL is pressure sprayed with a
2 . 0 E
UV inhibitor and sealed with emulsified wax.
HANDLING &
L
INSTALLATION • PWLVL should be stored lying flat and
V
protected from the weather.
• Except for cutting to length, PWLVL shall not be cut, drilled or notched. Heel cuts may be possible. Contact your Pacific Woodtech
• Keep the material above ground to minimize
representative.
L
the absorption of ground moisture and allow circulation of air.
W
• PWLVL is for use in covered, dry conditions only. Protect from the weather on the job site
P
both before and after installation. 48
• Do not install any damaged LVL.
P
5¹⁄₂” 7¹⁄₄” 9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
100% 1829 2411 3159 3948 4655 5320 5985
115% 2103 2772 3633 4541 5353 6118 6883
125% 2286 3013 3948 4936 5819 6650 7481
Maximum Bending Moment (ft-lbs) 100% 2664 4380 7125 10647 14320 18210 22511
115% 3064 5037 8194 12245 16468 20942 25888
= = = = =
Weight (plf)
49 111 250 488 800 1195 1701
2.50 3.30 4.32 5.40 6.36 7.27 8.18
Depth
Maximum Vertical Shear (lbs)
5¹⁄₂” 7¹⁄₄” 9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
100% 3658 4821 6318 7897 9310 10640 11970
2,000,000 psi(2) 3,100 psi(3)(4) 285 psi 850 psi(2) 2,750 psi
115% 4206 5544 7265 9081 10707 12236 13766
125% 4572 6027 7897 9871 11638 13300 14963
Maximum Bending Moment (ft-lbs) 100% 5328 8761 14251 21295 28639 36421 45022
115% 6128 10075 16388 24489 32935 41884 51775
125% 6660 10951 17813 26619 35799 45526 56277
EI (x 106 lbs-in2)
Weight (plf)
97 222 500 977 1601 2389 3402
5.00 6.59 8.64 10.79 12.73 14.54 16.36
13⁄4” 2.0E PWLVL
31⁄2” 2.0E PWLVL
AVAILABLE SIZES (INCHES):
AVAILABLE SIZES:
2. 0 E
2.0E PWLVL Allowable Design Stresses(1) Modulus of Elasticity E Bending Fb Horizontal Shear (joist) Fv Compression Perpendicular to Grain (joist) Fc⊥ Compression Parallel to Grain Fc
125% 3330 5475 8907 13309 17900 22763 28139
EI (x 106 lbs-in2)
L
Maximum Vertical Shear (lbs)
V
Depth
ALLOWABLE DESIGN PROPERTIES – 31⁄2” 2.0E PWLVL
L
ALLOWABLE DESIGN PROPERTIES – 13⁄4” 2.0E PWLVL
W
2.0E PWLVL DESIGN PROPERTIES
(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).
DESIGN
(4) A factor of 1.04 may be applied for repetitive members as defined in the National Design Specification® for Wood Construction.
For additional grades and sizes, please visit our Web site at www.pacificwoodtech.com
PROPERTIES
2.0E PWLVL FLOOR BEAMS This table provides PWLVL beam sizes for center support of one level of floor framing over various column spacings. Where floor Column Spacing
joists are continuous over the beam, this table applies only when
A
Column Spacing
the ‘A’ span is between 45% and 55% of the building width.
Width of Building
13⁄4” x 2.0E PWLVL
24’
32’ 36’ 40’
12’
13’
14’
2 – 11⁷⁄₈”
2 – 11⁷⁄₈”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 16”
2 – 18”
2 – 18”
3 – 9¹⁄₂”
3 – 9¹⁄₂”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 14”
3 – 16”
3 – 16”
2 – 11⁷⁄₈”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 18”
2 – 18”
–
3 – 9¹⁄₂”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 14”
3 – 16”
3 – 16”
3 – 18”
2 – 11⁷⁄₈”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 18”
2 – 18”+
3 – 9¹⁄₂”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 14”
3 – 16”
3 – 16”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 16”
2 – 16”
2 – 18”+
2 – 18”+
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 16”
3 – 16”
2 – 11⁷⁄₈”
2 – 14”
2 – 14”
2 – 16”
2 – 16”+
2 – 18”+
3 – 11⁷⁄₈”
3 – 11⁷⁄₈”
3 – 14”
3 – 14”
3 – 14”
3 – 16”
16’
17’
– 3 – 16”
18’
– 3 – 16” – 3 – 18”
19’
– 3 – 18” – 3 – 18” – 3 – 18”
20’
– 3 – 18” – 3 – 18” – –
BEAMS
+ see note 3 Notes: 1. PWLVL beam sizes are listed as the number of 1³⁄₄” thick pieces by the beam depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL beams require support across their full width. 3. The minimum required end and intermediate bearing lengths (based on 850 psi) are 3” and 7¹⁄₂” respectively unless the + symbol is shown. In that case, 4¹⁄₂” and 10¹⁄₂” end and intermediate bearing lengths are required.
15’
FLOOR
28’
Column Spacing 11’
&
Width of Building (ft)
4. PWLVL beam sizes are based on residential floor loading of 40 psf live load and 10 psf dead load. The roof framing must be trusses supported at the exterior walls only. 5. Deflection is limited to L/360 at live load and L/240 at total load. 6. PWLVL beam sizes are based on continuous floor joist spans and simple or continuous beam spans. If the floor joists are not continuous, it is permissible to consider a “Width of Building” dimension that is equal to 0.8 times the actual width of the building.
49
H E A D E R S
2.0E PWLVL GARAGE DOOR
HEADERS
D O O R
1-STORY
2-STORY
Rough Opening
Roof Truss Span
B
2’ Soffit Assumed
This table provides PWLVL header sizes for the support of roof trusses over various rough openings. A 2 foot maximum roof overhang is assumed.
G A R A G E
A
Rough Opening
Span A may not exceed Span B
This table provides PWLVL header sizes for the support of one level of floor framing, an exterior wall and roof trusses over various rough openings. A 2 foot maximum roof overhang and center support for the floor framing are assumed.
1-STORY – 13⁄4” x 2.0E PWLVL Roof Loading Width of Building 20’
2 . 0 E
Roof Truss Span with 2’ Soffit Assumed
24’
Snow (115%) 25 psf LL + 20 psf DL 9’ 3”
32’
36’
18’ 3”
9’ 3”
16’ 3”
2 – 7¹⁄₄”
2 – 11⁷⁄₈” 2 – 14”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
2 – 7¹⁄₄” 3 – 7¹⁄₄”
28’
16’ 3”
2 – 7¹⁄₄”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 14” 2 – 14” 2 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄”
2 – 9¹⁄₂”
2 – 14”
2 – 16”
2 – 9¹⁄₂”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄”
2 – 9¹⁄₂” 3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 14”
3 – 7¹⁄₄”
2 – 7¹⁄₄”
Non-Snow (125%)
30 psf LL + 20 psf DL
2 – 9¹⁄₂”
18’ 3”
2 – 11⁷⁄₈” 2 – 14”
40 psf LL + 20 psf DL 9’ 3” 2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 14” 2 – 14” 2 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄” 2 – 14”
2 – 16”
2 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄” 2 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄” 2 – 16” 2 – 18”+ 2 – 9¹⁄₂” 3 – 14” 3 – 14” 3 – 9¹⁄₂”
20 psf LL + 15 psf DL 9’ 3”
18’ 3”
2 – 14”
2 – 14”
2 – 7¹⁄₄”
2 – 11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 7¹⁄₄”
2 – 11⁷⁄₈” 2 – 14”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄”
3 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
3 – 9¹⁄₂”
2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 14”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 7¹⁄₄”
3 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 2 – 14” 2 – 14”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 14” 2 – 14” 2 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄” 2 – 16” 2 – 18”+ 2 – 7¹⁄₄” 3 – 14” 3 – 14” 3 – 7¹⁄₄” 2 – 16”+ 2 – 18”+ 2 – 7¹⁄₄” 3 – 14” 3 – 16” 3 – 7¹⁄₄”
+ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1³⁄₄” thick pieces by the header depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3” unless the + symbol is shown. In that case, 4¹⁄₂” is required.
18’ 3”
9’ 3”
3 – 11⁷⁄₈” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 14” 2 – 14” 2 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄”
16’ 3”
18’ 3”
20 psf LL + 25 psf DL
16’ 3”
2 – 7¹⁄₄”
16’ 3”
20 psf LL + 20 psf DL
9’ 3” 2 – 7¹⁄₄”
16’ 3”
18’ 3”
2 – 11⁷⁄₈” 2 – 14”
2 – 16”
2 – 9¹⁄₂”
3 – 11⁷⁄₈” 3 – 14” 2 – 14” 2 – 16”
3 – 11⁷⁄₈” 3 – 14”
3 – 7¹⁄₄”
3 – 11⁷⁄₈” 3 – 14”
2 – 14”
4. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/240 at live load and L/180 at total load.
2-STORY – 13⁄4” x 2.0E PWLVL
L
Roof Loading Width of Building 20’
L
V
Roof Truss Span with 2’ Soffit Assume d
28’
9’ 3”
16’ 3”
18’ 3”
2 – 9¹⁄₂”
2 – 16”
2 – 18”
3 – 9¹⁄₂”
3 – 14”
3 – 16”
2 – 9¹⁄₂”
2 – 16”
3 – 9¹⁄₂”
3 – 14”
2 – 9¹⁄₂”
2 – 18”+ 2 – 18”+ 2 – 9¹⁄₂” 3 – 14” 3 – 16” 3 – 9¹⁄₂”
3 – 9¹⁄₂”
Non-Snow (125%)
30 psf LL + 20 psf DL 9’ 3”
16’ 3”
18’ 3”
2 – 9¹⁄₂”
2 – 16”
2 – 18”
3 – 9¹⁄₂” 2 – 18”+ 2 – 9¹⁄₂” 3 – 16” 3 – 9¹⁄₂”
3 – 14”
40 psf LL + 20 psf DL
50
20 psf LL + 15 psf DL
16’ 3”
18’ 3”
2 – 9¹⁄₂”
2 – 16”
3 – 16” 3 – 9¹⁄₂” 2 – 16”+ 2 – 18”+ 2 – 9¹⁄₂” 3 – 14” 3 – 16” 3 – 9¹⁄₂”
3 – 14”
2 – 18”+ 2 – 9¹⁄₂” 3 – 16” 3 – 7¹⁄₄”
2 – 18”+ 3 – 16”
32’
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
36’
– – 2 – 11⁷⁄₈” 2 – 18”+ 2 – 11⁷⁄₈” 3 – 9¹⁄₂” 3 – 16” 3 – 18”+ 3 – 9¹⁄₂” 3 – 16”
– 3 – 18”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18” –
9’ 3”
9’ 3”
16’ 3”
18’ 3”
2 – 14”
2 – 16”
20 psf LL + 20 psf DL 9’ 3”
16’ 3”
18’ 3”
2 – 9¹⁄₂”
2 – 16”
2 – 16” 3 – 14”
3 – 14”
3 – 14”
3 – 7¹⁄₄”
3 – 14”
2 – 9¹⁄₂”
2 – 16”
2 – 18”
2 – 9¹⁄₂”
2 – 16”
3 – 16”
3 – 9¹⁄₂”
3 – 14”
3 – 16”
3 – 9¹⁄₂”
3 – 14”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
2 – 9¹⁄₂”
2 – 16”
3 – 9¹⁄₂”
3 – 14”
2 – 18”+ 2 – 9¹⁄₂” 3 – 16” 3 – 9¹⁄₂”
2 – 9¹⁄₂”
2 – 16”+ 2 – 18”+ 2 – 9¹⁄₂” 3 – 14” 3 – 16” 3 – 9¹⁄₂”
2 – 11⁷⁄₈” 3 – 9¹⁄₂” 2 – 11⁷⁄₈”
3 – 18”+ 3 – 9¹⁄₂”
2 – 18”+ 3 – 16”
– 3 – 16” –
–
–
3 – 18”+ 3 – 9¹⁄₂” – 2 – 9¹⁄₂”
3 – 16”+ 3 – 18”+ 3 – 9¹⁄₂”
+ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1³⁄₄” thick pieces by the header depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3” unless the + symbol is shown. In that case, 4¹⁄₂” is required.
W P
24’
Snow (115%) 25 psf LL + 20 psf DL
2 – 18”+ 3 – 16”
– 3 – 16”
20 psf LL + 25 psf DL 9’ 3”
16’ 3”
18’ 3”
2 – 9¹⁄₂”
2 – 16”
2 – 18”
3 – 9¹⁄₂” 2 – 18”+ 2 – 9¹⁄₂” 3 – 16” 3 – 9¹⁄₂”
3 – 14”
3 – 16”
2 – 16”
2 – 18”+
3 – 14”
3 – 16”
2 – 16”+ 2 – 18”+ 2 – 9¹⁄₂” 3 – 14” 3 – 16” 3 – 9¹⁄₂” 2 – 18”+ 3 – 16”
– 3 – 16”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”
2 – 18”+ 2 – 18”+ 3 – 14”
3 – 16”
– 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18” – 2 – 11⁷⁄₈” 2 – 18”+ 3 – 9¹⁄₂” 3 – 16” 3 – 18”+
4. PWLVL header sizes are based on residential floor loading of 40 psf live load and 10 psf dead load, and an exterior wall weight of 100 plf. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/360 at live load and L/240 at total load. 6. PWLVL header sizes are based on the assumption that the floor joists are supported in the middle of the building by a beam or wall.
P
2.0E PWLVL
WINDOW & PATIO DOOR
W
HEADERS
L
1-STORY
2-STORY V L
Roof Truss Span
2 . 0 E
Rough Opening
B A
Rough Opening
2’ Soffit Assumed
This table provides PWLVL header sizes for the support of roof trusses over various rough openings. A 2 foot maximum roof overhang is assumed.
Span A may not exceed Span B
This table provides PWLVL header sizes for the support of one level of floor framing, an exterior wall and roof trusses over various rough openings. A 2 foot maximum roof overhang and center support for the floor framing are assumed.
Snow (115%)
Roof Loading Width of Building 20’
Roof Truss Span with 2’ Soffit Assumed
24’
28’
32’
6’
8’
9’
10’
Non-Snow (125%) 40 psf LL + 20 psf DL
12’
6’
8’
9’
10’
20 psf LL + 15 psf DL 12’
2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14”
6’
8’
9’
10’
20 psf LL + 25 psf DL 12’
6’
8’
9’
10’
12’
2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈”
3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2–11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 3 – 7¹⁄₄” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2–11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 16” 2 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2–11⁷⁄₈” 2 – 11⁷⁄₈” 2 – 16” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 14”
3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14”
3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 9¹⁄₂” 3 – 11⁷⁄₈”
PATIO
Notes: 1. PWLVL header sizes are listed as the number of 1³⁄₄” thick pieces by the header depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3”.
3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 7¹⁄₄” 3 – 9¹⁄₂” 3 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 7¹⁄₄” 2 – 9¹⁄₂” 2 – 9¹⁄₂” 2 – 11⁷⁄₈” 2 – 14”
&
36’
25 psf LL + 20 psf DL
WINDOW
1-STORY – 13⁄4” x 2.0E PWLVL
4. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/240 at live load and the lesser of L/180 or ⁵⁄₁₆” at total load.
2-STORY – 13⁄4” x 2.0E PWLVL
Width of Building 20’
6’
32’
36’
9’
10’
12’
6’
8’
9’
10’
20 psf LL + 15 psf DL 12’
8’
9’
10’
20 psf LL + 25 psf DL 12’
6’
8’
9’
10’
12’
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14”
3 –7¹⁄₄”
3 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
2 –7¹⁄₄” 2 –7¹⁄₄”
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16”
6’
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14”
3 –7¹⁄₄” 28’
8’
Non-Snow (125%) 40 psf LL + 20 psf DL
3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –11⁷⁄₈” 3 –14”
2 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 3 –7¹⁄₄” 2 –7¹⁄₄” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –14” 2 –18”+ 2 –7¹⁄₄” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –11⁷⁄₈” 3 –16” 3 –7¹⁄₄”
2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –16” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14”
2 –7¹⁄₄” 2 –11⁷⁄₈” 2 –11⁷⁄₈” 2 –14”+ 2 –18”+ 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –11⁷⁄₈” 3 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14”
+ see note 3 Notes: 1. PWLVL header sizes are listed as the number of 1³⁄₄” thick pieces by the header depth, e.g. 2 – 9¹⁄₂” indicates two 1³⁄₄” pieces by 9¹⁄₂” deep. 2. All PWLVL headers require support across their full width. 3. The minimum required bearing length (based on 850 psi) is 3” unless the + symbol is shown. In that case, 4¹⁄₂” is required.
2 –7¹⁄₄” 2 –9¹⁄₂” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14”
HEADERS
Roof Truss Span with 2’ Soffit Assumed
24’
25 psf LL + 20 psf DL
DOOR
Snow (115%)
Roof Loading
2 –16”
3 –7¹⁄₄” 3 –9¹⁄₂” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –14” 2 –7¹⁄₄” 2 –9¹⁄₂” 2 –11⁷⁄₈” 2 –14” 2 –16” 3 –7¹⁄₄” 3 –9¹⁄₂” 3 –11⁷⁄₈” 3 –11⁷⁄₈” 3 –14”
4. PWLVL header sizes are based on residential floor loading of 40 psf live load and 10 psf dead load, and an exterior wall weight of 100 plf. The roof framing is assumed to be trusses supported by the exterior walls only. 5. Deflection is limited to L/360 at live load and the lesser of L/240 or ⁵⁄₁₆” at total load. 6. PWLVL header sizes are based on the assumption that the floor joists are supported in the middle of the building by a beam or wall.
51
L O A D S
2.0E PWLVL
ALLOWABLE UNIFORM LOADS
FLOOR 100%
F L O O R
ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 13⁄4” 2.0E PWLVL Span (ft)
6
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
11⁷⁄₈”
14”
16”
LL
-
-
-
-
-
-
-
-
-
-
-
-
-
TL
1063
1425
1796
2127
2850
3591
4388
5304
3190
4275
5387
6582
7955
⁄
⁄
⁄
⁄
TL BRG LL TL BRG
A L L O W A B L E
LL 11
TL BRG LL
12
TL BRG
13
2 . 0 E
⁄
6.3
2.5
⁄
6.2
837
2.4
⁄
8.2
2887 3.9
1819 3.1
⁄
7.7
6
7.5
1457 3
⁄
⁄
⁄
⁄
7.4
⁄
⁄
⁄
10.3 -
1711 8.7
⁄
2.9
2
⁄
5
1654 1.9
⁄
4.7
⁄
10.1
3.9
⁄
3.6
2937 2.6
⁄
6.6
2236
⁄
6.3
1996 2.5
⁄
6.2
1758
3.2
2.4
9.1
4.4
⁄
6
⁄
8.2
7.7
7.5
2186
⁄
⁄
7.4
⁄
9.1
3755
⁄
4.2
8.9
3316
⁄
4.1
10.3 -
2566
⁄
10.6 -
-
3.5
11.5 -
2858 3.5
2058
3
⁄
-
2427
⁄
5105 4.6
3224 3.6
-
3
9.8
-
2728
⁄
⁄
13.4 -
4331 3.9
-
3.1
11.1 5.4 -
3624 3.3
2171
2.5
⁄ -
1256
952 1.5
7.2
1631
1240 1.5
⁄ -
8.7
2968
⁄
4
10.1 -
497
977
1325
1552
1790
746
1466
1988
2328
2686
TL
TL
TL
TL
TL
TL
TL
TL LL TL BRG LL TL BRG LL TL BRG LL TL BRG
1.5
⁄
3
135
⁄
1.5
⁄
1.5
⁄
⁄
1.5
⁄
1.5
⁄
⁄
1.5
⁄
1.5
⁄
⁄
⁄
1.5
⁄
1.5
⁄
⁄
⁄
1.5
⁄
1.5
1.5
⁄
⁄
⁄
2.7
⁄
2.5
⁄
2.2
⁄
1.8
⁄
1.5
⁄
1.5
⁄
3.6
3.4
3
⁄
2.6
7.6
⁄
6.6
365 530
3.9
2.2
⁄
5.5
287 414
3.3
1.9
⁄
4.7
230 328 3
1.6
⁄
4.1
187 264 3
1.5
⁄
Key to Table: LL = Maximum live load – limits deflection to L/360 TL = Maximum total load – limits deflections to L/240 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
595 1.5
⁄
⁄
3.5
1.5
⁄
⁄
1.5
⁄
1.5
⁄
⁄
⁄
1.7
⁄
1.5
⁄
1.5
⁄
1.5
1.5
⁄
1685 3.1
⁄
7.7
1490 2.9
⁄
7.2
2.7
⁄
2.5
⁄
2.2
⁄
1.8
⁄
1.5
⁄
6.8
6.2
2452 3.9
⁄
2255 3.8
2086 3.8
1845 3.6
⁄
8.9
1643 3.4
⁄
8.4
1472
⁄
3.2
8
3
⁄
7.6
2.6
⁄
6.6
2.2
⁄
5.5
430 621
3.3
⁄
9.5
796
3.9
1.9
⁄
4.7
344 492 3
1.6
⁄
4.1
280
273 1.5
⁄
1539
547
197
3
9.6
1040
4.6
⁄
⁄
1846
710
341 1.5
9.7
1326
5.6
242
3
⁄
2240
945
431 1.5
9.9
1102
302
3
⁄ -
1296
554 3
179 1.5
8.2
384
132
3
⁄
726
3.1
⁄
1921 3.3
499
224 1.5
1573
974
162
3
3.9
664
3.7
⁄
8.4
1139
284 3
⁄
774
4.1
⁄
2130 3.4
1327
4.6
202
104 1.5
⁄
367 3
80
3
1.8
8.6
910
257
132 1.5
5.2
482 3
99
3
⁄
334
169 3
49
⁄
1.5
2.1
⁄
1935
1081
648 3
124
41
1.5
⁄
5.8
445
219 3
63
⁄
1.5
⁄
759 3
157
51
1.5
⁄
2.3
3.4
1296
519
290 3
82
⁄
1.5
6.4
896 3
204
63
1.5
⁄
⁄
610
391 3
108
⁄
1.5
2.6
1067
3.2
271
80
1.5
⁄
6.9
724
459 3
144
⁄
1.5
⁄
1284
3.6
316
104
1.5
⁄
1734 2.8
868
542 3
195
⁄
1.5
7.3
1508
4.1
372
139
1.5
⁄
647 3
273 1.5
1.6
⁄
1054
442
326
⁄
4.7
779 3
226
1.5
⁄
530
394
⁄
1.9
2.9
1296
949 3
271
1.5
5.4
643
481
⁄
⁄
1170 3
329
1.5
2.2
791
230 8
694
4.6
⁄
⁄
3.2
3
162
473
182 1.5
8.4
884
131
3
⁄
⁄
191
630
5.6
⁄
8.9
981
6.2
227 1.5
⁄
735
161
3
9.5
1095
6.8
288 3
⁄
864
201
119 1.5
1391 3.8
1230
7.2
370 3
88
3
⁄
9.6
1026
256
149 1.5
7.7
484
108
3
2.9
⁄
1230
332
3.1
⁄
⁄
9.7
1504 3.8
649
3.7
190 3
70 1.5
⁄
3.1
⁄
1.5
405
1493
442
135
54
3
1.5
8.2
9.9
1635 3.9
760
4.1
245 3
88 1.5
⁄
⁄
⁄ -
516
172
66
3
1.7
1280 3.3
885
4.6
321 3
113 3
33 1.5
⁄
⁄
3.9
607
223
82
27
3
1.5
1.8
8.4
994
5.2
432 3
146 3
42 1.5
⁄
⁄
⁄
720
296
105
34
3
1.5
2.1
1420 3.4
1124
5.8
506 3
193 3
55 3
60 1.5
⁄
⁄
⁄
346
136
42
44
3
1.5
1.5
2.3
8.6
864
597 3
261 3
72 3
75 3
⁄
⁄
6.4
407
181
54
54
35 3
1.5
1.5
1.5
⁄
711
3.2
306 3
96
3.1
95 3
27
16
⁄
⁄
⁄
⁄
⁄
2.6
⁄
1049
483
211
70
67
44 3
14
1.5
1.5
1.5
1.5
1.5
6.9
856
3.6
361 3
130
3.7
122 3
33
21
⁄
⁄
⁄
⁄
⁄
⁄
579
248
93
86
56 3
17
1.5
1.5
1.5
1.5
1.5
2.8
3.4
1290
1006
4.1
431 3
153
4.1
161 3
41
27
⁄
⁄
⁄
⁄
⁄
7.3
703
295
108
111
73 3
21
1.5
1.5
1.7
1.5
1.6
⁄
1156
4.7
519 3
182
4.6
216 3
52
36
⁄
⁄
⁄
⁄
⁄
353
127
148
97 3
27
1.5
1.5
1.8
1.5
1.9
2.9
864
632 3
218
5.2
253 3
68
48
⁄
⁄
⁄
⁄
5.4
429
151
173
130 3
35
1.5
1.5
2.1
1.5
⁄
780 3
263
5.8
299 3
90
65
⁄
⁄
⁄
⁄
181
203
153 3
46
1.5
1.5
2.3
1.5
2.2
527
321
6.4
356
3.2
105
77
⁄
⁄
⁄
3
220
241
181 3
54
1.5
1.5
2.6
⁄
396
6.9
428
3.6
124
91
⁄
⁄
⁄
289
216 3
64
1.5
1.5
2.8
1.5
270
503
4.1
147
109
⁄
⁄
7.3
351
260 3
75
1.5
1.6
⁄
578
4.7
177
131
⁄
⁄
316 3
90
1.5
1.9
2.9
432
214
160
⁄
5.4
390 3
110
1.5
⁄
264
198 1.5
2.2
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans
52
2239
643
1979 4
5.4
835
2211 4.1
-
3.5
10.6 -
8.9
⁄
1111
2504 4.2
1905 3.5
11.5 -
9.1
2.2
2171
3404 4.6
-
1618
⁄
9.8
2150 3.6
-
3
⁄ -
1372
1172
3.2
⁄
13.4 -
663
BRG
L
⁄
1490 2.5
1331
3.9
635 1.5
2416 3.3
1087
429
7.4
6.6
11.1 5.4 -
489
LL
V
4.7
4.4
249
LL
L
⁄
⁄
9.1
TL
BRG
W
⁄
1.5
1958 2.6
⁄ -
-
BRG
P
3
⁄
3.6
1447
826
7.5
729 6
1.9
7.2
1619
LL
30
⁄
5
⁄ -
988
BRG
28
2.4
⁄
557
686
586
3.2
⁄
2
1103
7.7
809 3
1493 741
-
6.2
2.9
506
LL
26
⁄
⁄
5.4
-
BRG
24
3.1
⁄
-
LL
22
2.5
8.2
909
6.3
419
317
⁄
⁄
⁄
2.2
1447
-
665
3.9
214
1.5
3.3
544
413
⁄
2.5
9.1
1208
6.6
745
4.7
278
1.5
⁄
724
551
⁄
2.6
⁄ -
979
5
370
1.9
3.6
1079
BRG
20
⁄
7.2
659
LL
19
746 2
⁄ -
337
BRG
18
2.9
540
LL
17
5.4
329
BRG
16
⁄
724
169
LL
15
2.2
18”
LL BRG 14
Three 1³⁄₄” PWLVL
11⁷⁄₈”
LL
10
Two 1³⁄₄” PWLVL
9¹⁄₂”
BRG 8
One 1³⁄₄” PWLVL
Key
395 3
1.5
⁄
3.5
P
2.0E PWLVL
ALLOWABLE UNIFORM LOADS W
FLOOR 100%
L
ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 31⁄2” 2.0E PWLVL Span (ft)
11⁷⁄₈”
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
LL
-
-
-
-
-
-
-
-
-
-
TL
2127
2850
3591
4388
5304
4254
5700
7182
8776
10607
BRG
1493
TL BRG LL
LL TL BRG 13
7.5
6
1457 3
⁄
⁄
7.4
⁄
⁄
⁄
10.3 -
1711 8.7
⁄
⁄
5
2206 1.9
⁄
4.7
1653 1.5
⁄
3.9
858
1979 4
2
1113
2211 4.1
-
3.5
10.6 -
8.9
2985 1482
2504 4.2
1905 3.5
11.5 -
9.1
2.9
10.1
⁄
7.2
3.2
3.6
3917 2.6
⁄
6.6
2981
⁄
6.3
2662
⁄
6.2
2344 2.4
4.4
⁄
6
⁄
8.2
⁄
7.7
7.5
2915
⁄
9.8
6807
⁄
4.6
⁄
9.1
5007
⁄
4.2
7.4
⁄
8.9
4421
⁄
4.1
-
⁄
10.3 -
3422 3.5
10.6 -
3811 3.5
11.5 -
4299 3.6
2745
3
⁄
13.4 -
-
3236
⁄
⁄
5.4
5775 3.9
-
3
11.1
-
3637 3.1
⁄ -
-
2175
2.5
9.1
4832 3.3
2894
2.5
⁄ -
1675
1269 1.5
⁄ -
8.7
3957
⁄
4
10.1 -
497
977
1325
1552
1790
994
1954
2650
3104
3581
TL
TL
TL
TL
TL BRG LL TL BRG TL BRG LL TL BRG LL TL BRG LL TL LL TL BRG
3
⁄
1.5
⁄
1.5
⁄
⁄
1.5
1.5
⁄
1.5
⁄
⁄
2.7
⁄
2.5
⁄
2.2
⁄
1.8
⁄
1.5
⁄
1.5
⁄
3.6
3.4
3
⁄
2.6
7.6
⁄
6.6
365 530
3.9
2.2
⁄
5.5
287 414
3.3
1.9
⁄
4.7
230 328 3
1.6
⁄
4.1
187 264 3
1.5
⁄
793 1.5
⁄
⁄
3.5
1.5
⁄
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
⁄
2.1
⁄
1.8
⁄
1.7
⁄
1.5
⁄
1.5
⁄
5.2
1.5
4.6
⁄
⁄
8.2
1728 2247 3.1
⁄
7.7
1987 2.9
⁄
7.2
1769 2.7
⁄
6.8
1519 2.5
⁄
6.2
2.2
⁄
5.6
1.8
⁄
1.5
⁄
1.5
⁄
⁄
3007 3.8
⁄
9.6
2461 2781 3.8
⁄
9.5
2052 2460 3.6
⁄
8.9
1728 2191 3.4
⁄
8.4
1470 1963
⁄
3.2
8
1768 3
⁄
7.6
2.6
⁄
6.6
2.2
⁄
5.5
828
3.3
1.9
⁄
4.7
459 656 3
1.6
⁄
4.1
373
364 1.5
9.7
574
262
3
⁄
2987
1061
3.9
⁄
3269 3.9
729
455 1.5
9.9
1387
4.6
322
3
⁄ -
947
575 3
3.9
1260
403
238 1.5
⁄
739 3
176
3
2561 3.3
512
299 1.5
2098
968
216
3
8.4
665
3.1
⁄
⁄
1298
3.7
379 1.5
2840 3.4
885
270
3
8.6
1032
4.1
⁄
⁄
2580
1214
489 3
3.4
1441
343
139 1.5
5.8
643 3
107
3
⁄
445
176 1.5
1711 2.3
864 3
132
3
6.4
593
225 3
65
⁄
1.5
⁄
1012 3
165
55
1.5
⁄
2011 2.6
691
292 3
84
⁄
1.5
6.9
1194 3
209
68
1.5
⁄
⁄
813
386 3
109
⁄
1.5
2312 2.8
1423
3.2
272
84
1.5
⁄
521 3
144
⁄
1.5
7.3
965
362
107
1.5
3.6
611 3
191
⁄
⁄
422
139
1.5
1.5
⁄
1728
1158
723 3
261
⁄
4.1
496
185
1.5
⁄
862 3
364 1.5
1.6
2.9
1405
589
435
⁄
4.7
1038 3
302
1.5
⁄
707
525
⁄
1.9
1265 3
362
1.5
5.4
858
641
⁄
⁄
1561 3
439
1.5
2.2
1055
307 8
694
4.6
⁄
⁄
3.2
3
216
473
182 1.5
8.4
884
131
3
⁄
⁄
254
630
5.6
⁄
8.9
981
6.2
227 1.5
⁄
735
161
3
9.5
1095
6.8
288 3
⁄
864
201
119 1.5
1391 3.8
1230
7.2
370 3
88
3
⁄
9.6
1026
256
149 3
7.7
484
3.1
⁄
2.9
⁄
1230
332
108
70 3
1.5
⁄
9.7
1504 3.8
649
3.7
190 3
54
33
⁄
⁄
⁄
3.1
⁄
1.5
540
1493
442
135
88 3
27
1.5
1.5
1.5
8.2
9.9
1635 3.9
760
4.1
245 3
66
42
⁄
⁄
⁄
⁄
⁄ -
516
172
113 3
34
1.5
1.5
1.7
1280 3.3
885
4.6
321 3
82
55
⁄
⁄
⁄
3.9
607
223
146 3
42
1.5
1.5
1.8
8.4
994
5.2
432 3
105
72
⁄
⁄
⁄
⁄
720
296
193 3
54
1.5
1.5
2.1
1420 3.4
1124
5.8
506 3
136
96
⁄
⁄
⁄
346
261 3
70
1.5
1.5
2.3
8.6
864
597 3
181
130
⁄
⁄
6.4
407
306 3
93
1.5
1.5
⁄
711
3.2
211
153
⁄
⁄
2.6
⁄
1049
483
361 3
108
1.5
1.5
6.9
856
3.6
248
182
⁄
⁄
⁄
579
431 3
127
1.5
1.5
2.8
3.4
1290
1006
4.1
295
218
⁄
⁄
7.3
703
519 3
151
1.5
1.6
⁄
1156
4.7
353
263
⁄
⁄
632 3
181
1.5
1.9
2.9
864
429
321
⁄
5.4
780 3
220
1.5
⁄
527
396 1.5
2.2
L O A D S
BRG
⁄
270
F L O O R
LL
1.5
A L L O W A B L E
TL
LL
30
⁄
⁄
5.4
TL
BRG
28
2.4
⁄
-
1618
⁄
3404 4.6
2150 3.6
1372
1172
3.2
7.7
-
3
9.8
⁄
2894
-
LL
26
6.2
⁄
⁄
2.2
2159
BRG
24
⁄
837
635
⁄
2.5
2887 3.9
13.4 -
-
1819 3.1
⁄
5.4
1317
LL
22
1331
3.9
429
1.5
6.3
8.2
-
1087
826
⁄
⁄
⁄
11.1 -
2416 3.3
⁄
675
BRG
20
557
1.5
6.6
1490 2.5
4.4
-
LL
19
4.7
9.1
-
BRG
18
⁄
⁄
1447
1103 1.9
1958 2.6
⁄ -
1079
LL
17
741
3.6
659
BRG
16
5
7.2
337
LL
15
⁄
⁄ -
LL BRG 14
2
2.9
2 . 0 E
TL BRG
12
5.4
TL LL
11
⁄
1447
BRG 10
2.2
LL
11⁷⁄₈”
L
8
Two 3¹⁄₂” PWLVL
9¹⁄₂”
V
6
One 3¹⁄₂” PWLVL
Key
527 3
1.5
⁄
3.5
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans Key to Table: LL = Maximum live load – limits deflection to L/360 TL = Maximum total load – limits deflections to L/240 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
53
L O A D S
2.0E PWLVL
ALLOWABLE UNIFORM LOADS
ROOF SNOW115% ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 13⁄4” 2.0E PWLVL
R O O F
Span (ft)
6
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
11⁷⁄₈”
14”
16”
LL
-
-
-
-
-
-
-
-
-
-
-
-
-
TL
1224
1640
2066
2447
3279
4132
5049
6102
3671
4919
6198
7573
9152
⁄
⁄
⁄
⁄
⁄
⁄
2.5
LL TL BRG 10
TL
A L L O W A B L E
BRG LL 11
TL BRG LL
12
TL BRG LL
13
TL BRG LL
14
TL BRG LL
15
TL BRG LL
16
TL BRG LL
17
TL BRG
2 . 0 E
LL 18
TL BRG LL
19
TL BRG LL
20
TL BRG LL
22
TL
L
BRG LL 24
TL BRG
V
LL 26
TL BRG LL
L
28
TL BRG LL
30
TL BRG
W
Three 1³⁄₄” PWLVL
11⁷⁄₈”
BRG 8
Two 1³⁄₄” PWLVL
9¹⁄₂”
LL
P
One 1³⁄₄” PWLVL
Key
⁄
6.2
3.3
859 2.3
⁄
3
⁄
2.9
322
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
1.5
⁄
⁄
⁄
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
6.3
2.4
⁄
2.2
⁄
1.9
⁄
1.7
⁄
1.5
⁄
1.5
⁄
1863 3.5
⁄
⁄
⁄
3
⁄
7.4
1970
⁄
4
2.8
⁄
2.6
⁄
2.5
⁄
2.2
⁄
2
⁄
1.6
⁄
6.9
⁄
1635 3.9
1475 3.8
1294 3.5
⁄
8.8
3.3
⁄
8.3
3.1
⁄
3
⁄
7.8
2.5
⁄
1602 4.4
⁄
⁄
⁄
1417
⁄
6.1
5.2
4.4
242 308 3
1.5
⁄
3.8
197 248 3
1.5
⁄
10.2
1262 3.9
3.7
3.3
3.5
⁄
⁄
⁄
9.2
8.7
839
⁄
7.9
547 703 2.9
⁄
7.3
430 557 2.5
⁄
6.3
344 443 2.2
⁄
5.4
280 357 1.9
⁄
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans
54
9.7
710
3.2
5.5
1612 2
⁄
5
1273 1.7
⁄
4.3
⁄
⁄
3380 3
⁄
⁄
Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
⁄
4.7
⁄
⁄
4.8
1.7
⁄
1.5
⁄
1.5
⁄
1.5
1.5
1.5
2794 3.5
1.5
2517 3.4
⁄
⁄
⁄
⁄
⁄
⁄
8.4
3817
⁄
⁄
1997
⁄
7.9
1737 3
⁄
7.4
1525 2.8
⁄
2.6
⁄
2.5
⁄
2.2
⁄
2
⁄
6.9
6.5
⁄
6.2
⁄
5.5
⁄
2453 3.9
2212 3.8
⁄
⁄
⁄
8.8
1717 3.3
⁄
8.3
1529 3.1
⁄
7.8
1370 3
⁄
7.4
2.8
2.5
⁄
2.1
⁄
1.8
⁄
1.5
⁄
⁄
⁄
11
2402 4.4
⁄
⁄
10.9 -
2125 4.1
⁄
10.2 -
1893 3.9
⁄
9.7
1653 1696 3.7
⁄
9.2
1418
7
6.1
5.2
4.4
3.8
371 1.5
11.2
2597 4.4
1621
295
3
⁄
-
1941 3.5
11.3
2823 4.5
-
462 3
244 1.5
9.4
363
198
3
⁄
582 3
⁄
-
453
305 1.5
3092 4.5
-
746
243
3
9.7
576
3.5
⁄
⁄
11.6
-
975
4.1
386 1.5
⁄
-
748
304
3
9.8
1235
5
496 1.5
⁄
996
386
3
3417 4.6
-
1161
649 1.6
10
2681 3.9
11.8 -
1366
501
3
10.2 4.7
2954 4
1944
3.2
12.2 -
-
2289 3.4
10.5 4.9
3290 4.1
-
870 3
145 1.5
8.5
667
121
3
⁄
1018
182 1.5
4322
⁄
-
778
148
3
3711 4.2
-
1201
3.4
⁄
8.7
915
3.8
⁄
⁄
13.2 -
-
1348
4.2
231 3
8.8
1086
185
69
⁄
1.9
⁄
11.2 5.3 -
1303
298 3
62
1.5
5.4
236
88
⁄
⁄
392 3
76
1.5
2.2
5875
⁄
1581
306
114
⁄
5.9
526 3
95
1.5
⁄
407
148
⁄
2.4
617 3
121
1.5
6.3
475
196
⁄
⁄
728 3
157
1.5
2.5
558
265
⁄
6.9
867 3
208
1.5
⁄
663
311
⁄
2025 2.7
1044 3
243
1.5
7.1
795
368 1.5
⁄
⁄
15.4 -
4984 4.5
-
2298 2.9
9.4
3140 3.5
-
1270 3
439 1.5
7.3
965
530 1.5
⁄
⁄
12.8 6.2 -
-
2573 2.9
10.4 5.1
4170 3.8
-
1483
3.2
⁄
7.6
1187
646 1.5
4.2
-
1723
3.7
797 1.5
8.3
1482
999 1.5
⁄
1884
286
1019 7
388 1.8
⁄
⁄
339
945
302
3
10.9 -
4.1
1954 2.2
407
1131
498 2.1
11
1102
7.4
2.8
⁄
-
384
3.5
⁄
1732 4.4
5.8
494
-
650
4.1
163 1.5
9.4
499
132
3
⁄
11.2 -
823
5
⁄
⁄
⁄
608
1882 4.5
-
664
203 1.5
9.7
914
162
3
⁄
11.3 -
774
5.5
⁄
⁄
2577 2.3
759
2061 4.5
-
1020
6.2
257 1.5
9.8
910
202
3
⁄
11.6 -
1145
6.5
330 1.5
⁄
3.3
-
965
2278 4.6
1081
257
3
10
1787 3.9
11.8 -
-
433 3
96 1.5
7.9
334
80
3
⁄
580 3
121 1.5
3.2
445
99
3
⁄
679
3.4
154 1.5
2545
10.2 4.7
6.2
1253
⁄
519
124
3
8.4
800
3.8
⁄
⁄
-
-
1526 3.4
12.2
2193
610
199 1.5
8.5
899
4.2
⁄
⁄
724
157
3
⁄
4.1
⁄
1667
2882
10.5 4.9
-
1678 3.4
-
⁄
-
1016
261 1.5
8.7
13.2
2474 4.2
868
4.8
⁄
⁄
11.2 5.3
-
1158
5.4
204
3
⁄
1054
351 1.5
8.8
1332
5.9
271
3
3917
1296
411 3
46 1.5
⁄
316
41
3
2.5
⁄
2.5
-
⁄ -
2093 3.5
15.4 -
3323 4.5
-
485 3
59 3
81 1.5
⁄
6.9
372
51
66
3
1.5
⁄
578 3
76 3
102 1.5
⁄
2.7
442
63
81
3
1.5
7.1
696 3
99
3.5
129 1.5
⁄
⁄
530
80
101
3
1.5
1532 2.9
9.4
-
847 3
131
4.1
165 3
⁄
7.3
643
104
129
48 3
1.6
1.5
⁄
⁄
12.8 6.2 -
-
1716 2.9
10.4 5.1
2780 3.8
-
989
3.2
177
5
216 3
40
23
⁄
⁄
⁄
⁄
139
167
61 3
21
1.5
1.5
2
1.5
7.6
791
207
5.5
290 3
49
29
⁄
⁄
⁄
⁄
1148
3.7
162
222
77 3
25
1.5
1.5
2.2
⁄
245
6.2
339
3.4
62
38
⁄
⁄
⁄
2254 3
988
191
259
99 3
32
1.5
1.5
2.5
1.5
4.2
-
1350
4.3
293
6.5
400
3.8
79
49
⁄
⁄
⁄
⁄
226
305
131 3
40
1.5
1.5
2.6
1.7
8.3
1256
353
6.9
449
4.2
102
65
⁄
⁄
⁄
5
271
362
175 3
52
1.5
1.7
2.8
⁄
430
7.4
508
4.8
136
88
⁄
⁄
⁄
2
⁄
-
329
434
206 3
69
1.5
1.9
3
5.5
531
7.9
579
5.4
158
104
⁄
⁄
243 3
81
1.5
2.2
⁄
⁄
405
527
186
123
⁄
3.2
1302 2.2
666
8.4
666
5.9
289 3
95
1.5
⁄
221
146
⁄
2.4
⁄
5.8
506
648
348 3
113
1.5
3.4
⁄
849
8.5
763
6.3
265
177
⁄
⁄
⁄
1718 2.3
643
-
423 3
136
1.5
3.4
3.3
-
1075
8.7
839
6.9
322
215
⁄
2.5
⁄
6.2
835
-
494
3.2
165
1.5
3.5
396
266
⁄
⁄
8.8
931
7.1
574
3.7
203
1.5
2.7
⁄
⁄
1111
-
494
333
⁄
3.5
675
4.3
253
1.5
⁄
9.4
1047
7.3
628
424 1.7
2.9
⁄ -
766
5
2.5
-
1390 3.8
-
537
⁄
7.6
⁄
10.4 -
858
5.5
418
2
⁄
4.2
-
651
⁄
8.3
1127
5.8
556
2.2
⁄ -
18”
3.3
1529 3.5
⁄
8.7
1065 1259 3.2
⁄
7.9
820 1054 2.9
⁄
7.3
645 836 2.5
⁄
6.3
517 664 2.2
⁄
5.4
420 535 1.9
⁄
4.7
P
2.0E PWLVL
ALLOWABLE UNIFORM LOADS W
ROOF SNOW115%
L
ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 31⁄2” 2.0E PWLVL Span (ft)
11⁷⁄₈”
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
LL
-
-
-
-
-
-
-
-
-
-
TL
2447
3279
4132
5049
6102
4894
6558
8263
10097
12203
BRG
2.5
LL TL BRG LL 10
TL BRG
TL
TL BRG TL BRG LL TL BRG LL
16
TL BRG LL
17
TL BRG LL
18
TL BRG LL
19
TL BRG LL
20
TL BRG LL
22
TL LL TL BRG LL
26
TL BRG LL
28
TL LL
30
TL BRG
⁄
5.5
⁄
5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
2.5
⁄
2.2
⁄
2
⁄
1.6
⁄
1.5
⁄
1294 3.5
3.3
8.3
1732 4.4
3.1
⁄
3
⁄
7.8
2.5
⁄
⁄
⁄
⁄
1417
⁄
6.1
5.2
4.4
242 308 3
1.5
⁄
3.8
197 248 3
1.5
⁄
10.2
1262 3.9
⁄
3.7
⁄
3.3
3.5
⁄
9.7
9.2
8.7
710 839 3.2
⁄
7.9
547 703 2.9
⁄
7.3
430 557 2.5
⁄
6.3
344 443 2.2
⁄
5.4
280 357 1.9
⁄
5.5
2150 2
⁄
5
1698 1.7
⁄
4.3
1332 1.5
⁄
3.7
1063 1.5
⁄
3.2
⁄
4507 3
⁄
⁄
⁄
4.7
⁄
⁄
5.4
1.9
⁄
4.8
1.7
⁄
1.5
⁄
1.5
⁄
1.5
1.5
1.5
1.5
4.2
⁄
⁄
⁄
⁄
⁄
8.5
⁄
⁄
8.4
2663
⁄
7.9
2317 3
⁄
7.4
2033
⁄
6.9
1798 2.6
⁄
2.5
⁄
2.2
⁄
2
⁄
6.5
6.2
5.5
5
⁄
⁄
⁄
⁄
⁄
2949 3.8
⁄
⁄
4556 4.6
⁄
9.4
8.8
2290 3.3
⁄
⁄
8.3
2039
⁄
7.8
1548 1827 3
⁄
7.4
1646 2.8
2.5
⁄
2.1
⁄
1.8
⁄
1.5
⁄
1.5
⁄
11.2
3463 4.4
⁄
11
3203 4.4
⁄
⁄
7
6.1
5.2
4.4
3.8
3.3
10.9 -
2834 4.1
1821
3.1
11.3
3765 4.5
2161
495 3
⁄
-
2589
⁄
11.6
4123 4.5
-
3.5
11.8
-
393
326 1.5
5089 4.7
-
616 3
263
3
9.7
484
407 1.5
⁄
776 3
324
3
3270 3.9
12.2
-
604
514 1.5
⁄
-
995
3.5
405
3
9.8
768
661 1.5
⁄
1301
4.1
515
3
5763 4.9
-
997
865 1.6
10
3574 3.9
13.2
-
1327
668
3
10.2
⁄
1737
2.8
⁄
-
3939 4
2108
1160 3
⁄
2593
3.2
7833 5.3
-
3052 3.4
10.5
4387 4.1
15.4
-
4948 4.2
-
889
193 1.5
⁄
1357
161
3
3356 3.4
11.2
-
1037
3.4
⁄
8.7
1601
3.8
242 1.5
⁄
-
1220
198
3
8.8
1448
308 3
92
⁄
2.2
247
82
1.5
5.9
397 3
118
⁄
⁄
314
101
1.5
1977 2.4
522 3
151
⁄
6.3
408
126
1.5
⁄
702 3
197
⁄
2297 2.5
⁄
⁄ -
6645 4.5
-
1976
543
161
1.5
6.9
822 3
261
⁄
⁄
633
209
1.5
2699 2.7
⁄
6.2
-
3726 3.5
2512
971 3
353
⁄
7.1
744
278
1.5
⁄
9.4
-
3064 2.9
⁄
12.8 -
4187 3.5
-
1157 3
415
⁄
7.3
884
324
1.5
⁄
⁄
5.1
-
3431 2.9
10.4
5561 3.8
-
1392 3
491 1.5
7.6
1060
586 1.5
⁄
4.2
-
1694 3
706 1.5
8.3
1286
861 1.5
⁄
1582
381
1019 7
388 1.8
⁄
⁄
452
945
302
3
10.9 -
4.1
2605 2.2
543
1131
498 2.1
11
1102
7.4
2.8
⁄
1602 4.4
5.8
659
-
384
3.5
⁄
⁄
650
4.1
163 1.5
8.8
499
132
3
⁄
11.2
-
823
5
⁄
9.4
664
203 1.5
⁄
914
162
3
⁄
⁄
810
-
1475 3.8
11.3
1882 4.5
-
774
5.5
⁄
9.7
1020
6.2
257 1.5
⁄
3435 2.3
1012
2061 4.5
910
202
3
⁄
11.6
-
1145
6.5
330 3
96 3
2.6
9.8
1081
257
80
46
⁄
1.5
6.9
433 3
121 3
41
1.5
⁄
⁄
334
99
59
⁄
1.5
2.8
⁄
3.3
-
1286
-
1635 3.9
11.8
2278 4.6
-
580 3
154 3
51
1.5
⁄
7.4
445
124
76
⁄
1.5
⁄
⁄
6.2
1670
2545 4.7
-
679
3.4
199 3
63
1.5
⁄
3
10
⁄
12.2
-
1787
519
157
99
⁄
1.5
7.9
800
3.8
261 3
80
1.5
⁄
⁄
10.2
⁄
3.9
610
204
131
⁄
1.5
3.2
899
4.2
351 3
104
1.5
⁄
8.4
724
271
177
⁄
1.7
⁄
⁄
⁄
2223
-
1970 4
13.2
2882 4.9
-
1016
4.8
411 3
139
1.5
⁄
316
207
⁄
1.9
8.5
1526 3.4
10.5
⁄
868
485 3
162
1.5
1678
⁄
⁄ -
2193 4.1
2.5
-
3917 5.3
-
1158
5.4
372
245
⁄
⁄
8.7
-
3.4
11.2
⁄
15.4 -
2474 4.2
1054
578 3
191
1.5
2.2
⁄
⁄
-
1332
5.9
442
293
⁄
⁄
696 3
226
1.5
2.4
8.8
1863 3.5
6.2
-
1296
530
353
⁄
6.3
847 3
271
1.5
⁄
643
430
⁄
2.5
⁄
-
989
3.2
329
1.5
6.9
791
531
⁄
⁄
1148
3.7
405
1.5
7.1
988
666
⁄
2.7
⁄
12.8
3323 4.5
-
1350
4.3
506
1.5
⁄
9.4
2093 3.5
1256
849
⁄
7.3
1532 2.9
⁄ -
1716
⁄
⁄
5.1
-
2780 3.8
-
643
1.7
7.6 -
2.9
10.4 -
⁄
10.2 -
2524 3.9
⁄
9.7
2204 2262 3.7
⁄
9.2
1890 2038 3.5
⁄
8.7
1420 1679 3.2
⁄
7.9
1094 1405 2.9
⁄
7.3
860 1114 2.5
⁄
6.3
689 886 2.2
⁄
L O A D S
BRG
2
⁄
4.2
R O O F
BRG 24
1302
⁄
8.3
2254 3
1111
2.2
⁄
A L L O W A B L E
LL
15
5.8
1075
LL
14
⁄
TL
BRG 13
1718 2.3
835
LL
3.3
-
LL BRG 12
6.2
2 . 0 E
11
⁄ -
11⁷⁄₈”
L
8
Two 3¹⁄₂” PWLVL
9¹⁄₂”
V
6
One 3¹⁄₂” PWLVL
Key
5.4
560 714 1.9
⁄
4.7
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
55
L O A D S
2.0E PWLVL
ALLOWABLE UNIFORM LOADS
ROOF NON-SNOW 125% ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 13⁄4” 2.0E PWLVL
R O O F
Span (ft)
6
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
11⁷⁄₈”
14”
16”
LL
-
-
-
-
-
-
-
-
-
-
-
-
-
TL
1330
1783
2246
2661
3565
4492
5489
6634
3991
5348
6738
8233
9950
⁄
⁄
⁄
⁄
⁄
⁄
2.7
LL TL BRG 10
TL
A L L O W A B L E
BRG LL 11
TL BRG LL
12
TL BRG
13
2 . 0 E
⁄
7.9
1666 3.1
⁄
7.8
1468
4.3
3
⁄
7.5
-
2277 3.8
⁄
9.6
3134
⁄
⁄
-
2026
⁄
9.4
⁄
2767
⁄
11.1 5.1
9.3
⁄
12.9 -
2142 4.3
10.9
⁄
3676 3.3
6
1657 2.1
⁄
5.1
12.6
⁄
8.3
5419
6388
⁄
⁄
⁄
7.9
2500
⁄
7.8
4.3
2202 3
⁄
7.5
⁄
9.6
4700
⁄
⁄
⁄
9.4
4151
⁄
⁄
⁄
11.1 5.1 -
2737 9.3
13.2 -
3578 4.4
-
3.7
11.4 5.3 -
3039
14.4 -
4036 4.5
-
3.8
12.2 5.7 -
3415 3.8
2446
3.1
10.2 4.9 -
2799
16.8 -
⁄
-
3.2
13.9 6.7 -
4535 4.1
1884
1273 1.7
⁄
11.4 5.5 -
3213
⁄
4.3
12.9 -
10.9
3716 5
⁄
12.6 -
830
666
1249
1660
1944
2242
999
1874
2490
2916
3363
⁄
⁄
⁄
⁄
TL
TL
TL
TL
TL
TL
TL
TL BRG LL TL BRG LL TL BRG LL TL BRG LL TL BRG
1.5
⁄
3.7
203
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
1.5
⁄
⁄
1.5
⁄
1.5
⁄
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
⁄
1408 3.8
2.2
⁄
2
⁄
1.6
⁄
1.5
⁄
3.4
3.2
⁄
3
⁄
7.4
2.5
⁄
6.1
498
3.5
2.1
⁄
5.2
302 388 3
1.8
⁄
4.4
242 308 3
1.5
⁄
3.8
197
163 1.5
8.1
384
132
3
⁄
650
4.1
⁄
8.5
499
203 1.5
⁄
870
162
3
9
664
5
⁄
⁄
3.6
994
5.5
257 1.5
9.6
774
202
3
⁄
1110
6.2
330 3
96 1.5
⁄
10.2
910
257
80
3
2.5
⁄
1246
6.9
433 3
121 1.5
1604 4.1
1081
334
99
3
1573
248 3
1.5
⁄
3.3
12.1 -
⁄
12
-
⁄
11.8
1539 1541 4.5
⁄
11.1
1296 1373 4.2
⁄
10.5
1102 1231 4
⁄
10
945 1109 3.8
⁄
9.5
710 914 3.4
⁄
8.6
547 713 2.9
⁄
7.4
430 557 2.5
⁄
6.3
344 443 2.2
⁄
5.4
280 357 1.9
⁄
3.7
797 1.5
⁄
⁄
4.7
Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
7.5
2.8
⁄
6.9
2.5
⁄
2.2
⁄
2
⁄
1.6
⁄
6.2
5.5
2668
3071
⁄
⁄
4.2
1.5
⁄
2360 2406
2112 3.8
1621 1869
⁄
1664 3.4
⁄
⁄
8.5
1491 3.2
⁄
8.1
3
⁄
7.4
2.5
⁄
6.1
2.1
⁄
5.2
582 3
1.8
⁄
4.4
363 462 3
1.5
⁄
3.8
295
244 1.5
9
453
198
3
⁄
3.6
746
3.5
305 1.5
9.6
576
243
3
⁄
371 3
1.5
⁄
3.3
12.1 -
2825 4.8
1944
975
4.1
⁄
10.2
748
386 1.5
⁄
4.1
1306
304
3
10.5 4.9
996
5
12.3 -
1161
496 3
10.7 4.9 -
1366
386
145 1.5
⁄
649 3
121
3
1659 3
501
182 3
8
870 3
148
69
⁄
⁄
4.3
667
231 3
62
1.5
1.5
⁄
1018
3.4
185
88
⁄
⁄
1890 3.2
778
298 3
76
1.5
1.5
8.6
1201
3.8
236
114
⁄
⁄
⁄
915
392 3
95
1.5
1.5
2173 3.4
1429
4.2
306
148
⁄
⁄
526 3
121
1.5
1.7
9.1
1086
407
196
⁄
4.8
617 3
157
1.5
⁄
475
265
⁄
1.9
⁄
1944
1303
728 3
208
1.5
5.4
558
311
⁄
⁄
867 3
243
1.5
2.2
3.7
1581
663
368
⁄
6.2
1044 3
286
1.5
⁄
795
439
⁄
2.5
1270 3
339
1.5
6.9
965
530 1.5
⁄
1566
3.2
646 1.5
2.8
1187
407
1742 4.7
⁄
494
1884 4.8
1296
7.5
⁄
⁄
580 3
154 3
46 1.5
⁄
2.8
2047
10.5 4.9
1.5
608
⁄
445
124
41
3
1.5
⁄
12.3 -
1779 4.2
679
3.4
199 3
59 3
81 1.5
⁄
⁄
3
10.7 4.9 -
519
157
51
66
3
1.5
1.5
8
800
3.8
261 3
76 3
102 1.5
⁄
⁄
4.3
610
204
63
81
3
1.5
1.5
⁄
3.2
953
4.2
351 3
99
3.5
⁄
⁄
⁄
8.6
724
271
80
129 3
1.5
1.7
⁄
1106
4.8
411 3
131
4.1
101
48 3
1.5
⁄
⁄
316
104
165 3
40
23
⁄
⁄
⁄
1.5
1448 3.4
868
485 3
177
5
129
61 3
21
1.5
1.5
1.6
⁄
1.9
9.1
1260
5.4
372
139
216 3
49
29
⁄
⁄
⁄
1.5
⁄
578 3
207
5.5
167
77 3
25
1.5
1.5
2
⁄
2.2
⁄
1054
442
162
290 3
62
38
⁄
⁄
⁄
1.5
6.2
696 3
245
6.2
222
99 3
32
1.5
1.5
2.2
⁄
⁄
530
191
339
3.4
79
49
⁄
⁄
⁄
1.5
2.5
3.7
1296
847 3
293
6.9
259
131 3
40
1.5
1.5
2.5
⁄
6.9
643
226
400
3.8
102
65
⁄
⁄
⁄
1.5
⁄
1044
3.2
353
7.5
305
175 3
52
1.5
1.5
2.8
⁄
271
476
4.2
136
88
⁄
⁄
⁄
1.5
2.8
791
430 8
362
206 3
69
1.5
1.7
3
3.7
329
553
4.8
158
104
⁄
⁄
⁄
3.2
⁄
531
8.6
434
243 3
81
1.5
1.9
⁄
630
5.4
186
123
⁄
⁄
289 3
95
1.5
3.4
1.5
405
527
221
146
⁄
2.2
9.1
724
6.2
348 3
113
1.5
⁄
265
177
⁄
2.5
⁄
648
423 3
136
1.5
3.7
322
215
⁄
6.9
522
3.2
165
1.5
⁄
396
266 1.5
2.8
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans
56
⁄
965
2477 5
2125 2.4
1253
⁄ -
1825
13.2
2385 4.4
-
3.7
11.4 5.3
6.3
1667
2691 4.5
-
3.8
-
⁄
4.5
625
LL
L
⁄
1866 3.2
1256
849 1.7
-
2802 2.5
9
-
333
BRG
V
5.1
643
9.3
-
14.4
⁄
3.6
TL
LL
L
⁄
⁄
12.2 5.7
6.7
-
BRG
W
3.7
⁄
4259
⁄
1631
1105 2.1
3613
⁄
10.2 4.9
⁄ -
3023 4.1
2.7
2429
LL
30
9.4
912
7.5
6
8.3
16.8 -
1482
BRG
28
⁄
⁄
835
-
734 3
⁄
1416 2.4
⁄
13.9 6.7 -
759
LL
26
628
4.3
9.6
1013 3.8
2451 3.3
1111
-
7.8
6.3
11.4 5.5 -
-
BRG
24
⁄
⁄
4.5
-
LL
22
3.8
⁄
9
-
1868 2.5
⁄
3.6
1619
BRG
20
3.1
10.2
1138
7.9
833
5.1
424
⁄
⁄
815
322
1.7
⁄
6.7
988
LL
19
3.2
552
⁄
1512 4.1
⁄ -
-
933 6
418
2.1
8.3
-
708
⁄
⁄
2.7
506
BRG
18
3.3
11.4 -
1225
6.3
556
2.4
⁄
4.5
810
LL
17
⁄
9
-
934 2.5
⁄
3.6
494
BRG
16
6.7
253
LL
15
⁄ -
18”
LL BRG 14
Three 1³⁄₄” PWLVL
11⁷⁄₈”
BRG 8
Two 1³⁄₄” PWLVL
9¹⁄₂”
LL
P
One 1³⁄₄” PWLVL
Key
⁄
12
2613 4.7
⁄
11.8
2308 2312 4.5
⁄
11.1
1944 2060 4.2
⁄
10.5
1653 1846 4
⁄
10
1418 1664 3.8
⁄
9.5
1065 1371 3.4
⁄
8.6
820 1069 2.9
⁄
7.4
645 836 2.5
⁄
6.3
517 664 2.2
⁄
5.4
420 535 1.9
⁄
4.7
P
2.0E PWLVL
ALLOWABLE UNIFORM LOADS W
ROOF NON-SNOW 125%
L
ALLOWABLE UNIFORM LOADS* – POUNDS PER LINEAL FOOT – 31⁄2” 2.0E PWLVL Span (ft)
11⁷⁄₈”
14”
9¹⁄₂”
11⁷⁄₈”
14”
16”
18”
9¹⁄₂”
LL
-
-
-
-
-
-
-
-
-
-
TL
2661
3565
4492
5489
6634
5321
7130
8984
10978
13267
BRG
2.7
LL TL BRG LL 10
TL BRG LL TL BRG LL
12
TL BRG
13
7.8
1468
4.3
3
⁄
7.5
9.6
⁄
-
⁄
9.4
⁄
9.3
11.1
⁄
⁄
12.9 -
10.9
⁄
6.3
2833 2.4
⁄
6
2209 2.1
⁄
5.1
1286
2477 5
⁄
1670
2767 5.1
2142 4.3
13.2 -
-
1825
⁄
⁄
3736 2.5
12.6
1698 1.7
⁄
9
⁄
4.5
-
4.3
⁄
8.3
⁄
7.9
3333
⁄
7.8
2936
⁄
7.5
9.6
⁄
⁄
9.4
8517 5.7
⁄
11.4
6267 5.3
⁄
⁄
9.3
11.1
5535 5.1
⁄
⁄
12.9 -
4284 4.3
13.2 -
4771 4.4
14.4 -
-
3650
⁄
12.2
⁄
16.8 -
5381 4.5
-
3.7
⁄
-
4052 3.8
6.7
7225 4.9
-
2512
3
⁄
13.9
-
4553 3.8
3262
3.1
10.2 -
3731
⁄
⁄
5.5
-
6046 4.1
-
3.2
11.4 -
4901 3.3
2223
3134 5.3
2385 4.4
-
3.7
11.4 -
2026 3.8
-
2691 4.5
14.4
⁄
3.6
10.9
4955 5
⁄
12.6 -
666
1249
1660
1944
2242
1332
2498
3319
3887
4484
TL
TL
TL
TL
TL BRG LL TL BRG LL TL LL TL BRG LL TL BRG LL TL LL TL BRG
3.7
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
2
⁄
1.6
⁄
1.5
⁄
1.5
3.4
3.2
⁄
8.1
3
⁄
7.4
2.5
⁄
6.1
498
3.5
2.1
⁄
5.2
302 388 3
1.8
⁄
4.4
242 308 3
1.5
⁄
3.8
197
163 1.5
⁄
384
132
3
8.5
650
4.1
⁄
⁄
499
203 1.5
9
870
162
3
⁄
3.6
664
5
⁄
9.6
994
5.5
257 3
⁄
774
202
96 3
1408 3.8
1110
6.2
330 3
80
46
⁄
⁄
2.2
10.2
910
257
121 3
41
1.5
1.5
⁄
⁄
1246
6.9
433 3
99
59
⁄
⁄
1604
1081
334
154 3
51
1.5
1.5
2.5
10.5
248 3
1.5
⁄
12.3
⁄
3.3
12.1 -
⁄
12
-
⁄
11.8
1539 1541 4.5
⁄
11.1
1296 1373 4.2
⁄
10.5
1102 1231 4
⁄
10
945 1109 3.8
⁄
9.5
710 914 3.4
⁄
8.6
547 713 2.9
⁄
7.4
430 557 2.5
⁄
6.3
344 443 2.2
⁄
5.4
280 357 1.9
⁄
3.7
1063 1.5
⁄
3.2
⁄
4.7
⁄
⁄
1.5
⁄
1.5
⁄
1.5
⁄
1.5
⁄
⁄
2520
⁄
3.2
8
1737 2212 3
⁄
7.5
1905 2.8
⁄
6.9
2.5
⁄
6.2
2.2
⁄
5.5
2
⁄
5
1.6
⁄
⁄
⁄
⁄
⁄
10.2
2816 3.8
⁄
9.6
2161 2491
⁄
3.6
9
1821 2219 3.4
⁄
8.5
1548 1989 3.2
⁄
8.1
1741 3
⁄
2.5
7.4
⁄
2.1
⁄
1.8
⁄
1.5
⁄
6.1
5.2
4.4
3.8
495 3
1.5
⁄
12.3
4095 4.9
⁄
3.3
12.1 -
3767 4.8
2593
393
326 1.5
⁄
616 3
263
3
3208 4.1
484
407 1.5
⁄
3146
776 3
324
3
10.5
604
514 1.5
⁄
995
3.5
405
3
3557 4.2
768
661 1.5
4.9
-
1301
4.1
515
3
10.7 -
997
865 3
⁄
4.3
1327
668
193 1.5
2108
1160 3
161
3
8.6
889
242 3
92
⁄
1.5
⁄
1357
3.4
198
82
1.5
⁄
2897 3.4
1037
308 3
118
⁄
1.5
9.1
1601
3.8
247
101
1.5
⁄
397 3
151
⁄
1.5
⁄
2593
1220
314
126
1.5
4.2
522 3
197
⁄
⁄
408
161
1.5
1.7
3.7
1448
702 3
261
⁄
4.8
543
209
1.5
⁄
822 3
353
⁄
1.9
633
278
1.5
5.4
971 3
415
⁄
⁄
744
324
1.5
2.2
1157 3
491
⁄
6.2
884
381
1.5
⁄
1392 3
586
⁄
2088 2.5
1060
452
1.5
6.9
1694 3
706 1.5
⁄
1286
861 1.5
2.8
1582
543
1742 4.7
⁄
659
1884 4.8
1.5
810
2047 4.9
1296
7.5
⁄
⁄
4.1
580 3
124
76
⁄
⁄
2.8
⁄
1573
445
199 3
63
1.5
1.5
⁄
4.9
-
1779 4.2
679
3.4
157
99
⁄
⁄
3
10.7 -
519
261 3
80
1.5
1.5
8
800
3.8
204
131
⁄
⁄
⁄
4.3
610
351 3
104
1.5
1.5
⁄
3.2
953
4.2
271
177
⁄
⁄
8.6
724
411 3
139
1.5
1.7
⁄
1106
4.8
316
207
⁄
⁄
485 3
162
1.5
1448 3.4
868
372
245
⁄
1.9
9.1
1260
5.4
578 3
191
1.5
⁄
442
293
⁄
2.2
⁄
1054
696 3
226
1.5
6.2
530
353
⁄
⁄
847 3
271
1.5
2.5
3.7
1296
643
430
⁄
6.9
1044
3.2
329
1.5
⁄
791
531 1.5
2.8
⁄
12
3485 4.7
⁄
11.8
3078 3083 4.5
⁄
11.1
2593 2746 4.2
⁄
10.5
2204 2462 4
⁄
10
1890 2218 3.8
⁄
9.5
1420 1828 3.4
⁄
8.6
1094 1426 2.9
⁄
7.4
860 1114 2.5
⁄
6.3
689 886 2.2
⁄
L O A D S
BRG
⁄
405
R O O F
BRG
1.5
A L L O W A B L E
TL
LL
30
⁄
⁄
6.7
TL
BRG
28
1666 3.1
⁄
4259 5.7
-
2277 3.8
1256
849
⁄
7.9
12.2
⁄ -
-
LL
26
5.1
643
1.7
⁄
⁄
2.7
3238
BRG
24
⁄
1866 3.2
3613 4.9
-
1631
1105 2.1
-
10.2
16.8 -
1976
LL
22
835
⁄
⁄
1012
BRG
20
6
3023 4.1
6.7
-
LL
19
⁄
8.3
13.9 -
-
BRG
18
1416
⁄
⁄
5.5
1619
LL
17
2451 3.3
11.4 -
988
BRG
16
6.3
1111
2.4
⁄
4.5
506
LL
15
⁄
9
-
1868 2.5
⁄
3.6
LL BRG 14
6.7
2 . 0 E
11
⁄ -
11⁷⁄₈”
L
8
Two 3¹⁄₂” PWLVL
9¹⁄₂”
V
6
One 3¹⁄₂” PWLVL
Key
5.4
560 714 1.9
⁄
4.7
* Can be applied to the PWLVL beam in addition to its own weight. Simple or multiple PWLVL beam spans Key to Table: LL = Maximum live load – limits deflection to L/240 TL = Maximum total load – limits deflections to L/180 BRG = Required end ⁄ intermediate bearing length (inches), based on plate bearing stress of 850 psi.
57
H O L E S
BEARING DETAILS 3b BEARING ON WOOD COLUMN
3a BEAM-TO-BEAM CONNECTION
Verify the required bearing area and the ability of the supporting column member to provide adequate strength.
Verify the required bearing area and the ability of the supporting column member to provide adequate strength.
&
Make sure hanger capacity is appropriate for each application. Hangers must be properly installed to accommodate full capacity.
3c BEARING ON STEEL COLUMN
BEARING FOR DOOR OR WINDOW
I N F O R M A T I O N
3d BEARING ON EXTERIOR WALL
3e HEADER – 1-STORY TYPICAL See “Bearing Length Requirements” below.
Prevent direct contact of PWLVL with concrete. Consult local building code for requirements.
See “Bearing Length Requirements” below.
For multiple-ply PWLVL beam assembly conditions and fastening recommendations, see page 59.
BEARING LENGTH REQUIREMENTS PWLVL BEARING LENGTH REQUIREMENTS Support Material
Reaction (x 1000 lbs)
B E A R I N G
Fc (psi) PWLVL Beam Width (in) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
S-P-F (South) Hem-Fir (North)(5) 335 1³⁄₄” 3” 3¹⁄₂” 5¹⁄₂” 7¹⁄₄” 9¹⁄₄”
Hem-Fir S-P-F(5) 405
3¹⁄₂” 1¹⁄₂” 3” 3”
1³⁄₄” 1¹⁄₂” 3”
3¹⁄₂” 1¹⁄₂” 1¹⁄₂” 3” 3”
4¹⁄₂” 6”
3¹⁄₂” 4¹⁄₂” 5¹⁄₂” 6”
Southern Pine Douglas Fir – Larch(5) 565
7¹⁄₄” 9¹⁄₄”
4¹⁄₂” 4¹⁄₂” 5¹⁄₂” 6”
7¹⁄₄” 9¹⁄₄” 9¹⁄₄”
7¹⁄₄” 7¹⁄₄” 9¹⁄₄” 9¹⁄₄” 9¹⁄₄”
L
Notes: 1. The minimum required bearing length is 1¹⁄₂”. 2. Duration of load factors may not be applied to bearing length requirements. 3. All PWLVL beams require support across their full width. 4. All PWLVL beams require lateral support at bearing points.
V
HOLES IN PWLVL BEAMS
L
See note 4 ¹⁄₄ Depth ¹⁄₂ Depth
W
¹⁄₄ Depth
¹⁄₄ Span End Support
58
1³⁄₄” 1¹⁄₂” 3” 3¹⁄₂” 4¹⁄₂” 5¹⁄₂” 7¹⁄₄” 7¹⁄₄” 9¹⁄₄” 9¹⁄₄”
3¹⁄₂” 1¹⁄₂” 1¹⁄₂” 3” 3” 3” 3¹⁄₂” 4¹⁄₂” 4¹⁄₂” 5¹⁄₂” 5¹⁄₂” 6”
1.5E PWLVL(6)
1.8E or 2.0E PWLVL(6)
575 1³⁄₄” 1¹⁄₂” 3”
850 3¹⁄₂” 1¹⁄₂” 3” 3”
4¹⁄₂” 6”
1³⁄₄” 1¹⁄₂” 1¹⁄₂” 3” 3”
4¹⁄₂” 5¹⁄₂” 6”
7¹⁄₂” 9”
3¹⁄₂” 4¹⁄₂” 5¹⁄₂” 5¹⁄₂” 7¹⁄₂” 7¹⁄₂” 7¹⁄₂” 9” 9”
7¹⁄₂” 9” 9”
7¹⁄₄” 7¹⁄₄” 7¹⁄₄” 9¹⁄₄” 9¹⁄₄” 9¹⁄₄” 9¹⁄₄”
3¹⁄₂” 1¹⁄₂” 1¹⁄₂” 1¹⁄₂” 1¹⁄₂” 3” 3” 3” 3” 3¹⁄₂” 3¹⁄₂” 4¹⁄₂” 4¹⁄₂” 4¹⁄₂” 5¹⁄₂” 5¹⁄₂” 5¹⁄₂” 6” 7¹⁄₂” 7¹⁄₂” 7¹⁄₂” 7¹⁄₂” 7¹⁄₂” 9”
5. Use these values when the PWLVL beam is supported by a wall plate, sill plate, timber or built-up girder. 6. Use these values when the PWLVL 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 PWLVL beam.
HOLE DETAILS
P
WINDOW/DOOR HEADER –
3f 2-STORY TYPICAL
Notes: 1. This technical note applies only to uniformly loaded, simple and multiple span PWLVL beams. Beams that carry concentrated loads, or cantilevered beams, are outside the scope of this technical note. 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 PWLVL 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 PWLVL beams. 5. Do not drill more than three access holes in any four foot long section of PWLVL beam. 6. The maximum round hole diameter permitted is: PWLVL Beam Depth Maximum Hole Diameter
¹⁄₃ Span Interior Support
5¹⁄₂” ³⁄₄”
7¹⁄₄” 1”
9¹⁄₂” to 24” 1¹⁄₂”
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. PWLVL beams deflect under load. Size holes to provide clearance where required.
P
MULTIPLE-PLY PWLVL BEAM ASSEMBLY
W
COMBINATIONS OF 1³⁄₄” AND 3¹⁄₂” PLIES CONDITION A
CONDITION B
CONDITION C
CONDITION D
CONDITION E
2”
2”
L
2” 3 pieces 1³⁄₄”
1 piece 1³⁄₄” 1 piece 3¹⁄₂”
2” 4 pieces 1³⁄₄”
2 pieces 1³⁄₄” 1 piece 3¹⁄₂”
V
2 pieces 1³⁄₄”
2 pieces 3¹⁄₂”
L
Bolt Spacing
Nail Spacing
2” min.
M U L T I P L E - P L Y
2” min. Stagger rows of bolts
MAXIMUM UNIFORM SIDE LOAD (PLF) 1.8E AND 2.0E PWLVL 16d Common Nails
3¹⁄₂” x 0.131” Nails Pieces in Member
¹⁄₂” 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 – 1³⁄₄”)
390
585
505
760
510
1015
1520
Condition B (3 – 1³⁄₄”)
290
435
380
570
380
760
1140
Condition C (2 – 1³⁄₄” + 1 – 3¹⁄₂”)
260
390
340
505
465
930
1395
Condition D (4 – 1³⁄₄”)
use bolts for this condition
340
680
1015
Condition E (2 – 3¹⁄₂”)
use bolts for this condition
860
1720
2580
Notes:
2. The table values for nails may be doubled for 6” o.c. and tripled for 4” o.c. nail spacings.
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 PWLVL beam to the bolt holes must be at least 2” for ¹⁄₂” bolts. Bolt holes shall be the same diameter as the bolt. 5. 7” wide PWLVL beams must be loaded from both sides and/or top loaded.
B E A M
1. Minimum fastener schedule for smaller side loads and top-loaded PWLVL beams: Conditions A, B & C, beams 12” deep or less: 2 rows 3¹⁄₂” x 0.131” at 12” o.c. Conditions A, B & C, beams deeper than 12”: 3 rows 3¹⁄₂” x 0.131” at 12” o.c. Conditions D & E, all beam depths: 2 rows ¹⁄₂” bolts at 24” o.c.
6. PWLVL beams wider than 7” must be designed by the engineer of record. 7. Load duration factors may be applied to the table values.
3. The nail schedules shown apply to both sides of a three-ply PWLVL beam.
HOW TO USE THE MAXIMUM UNIFORM SIDE LOAD TABLE EXAMPLE:
610 plf 300 plf
550 plf
A S S E M B L Y
2.0E PWLVL beam loaded from both sides and above THREE 1³⁄₄” PLIES (CONDITION B) 1. Use allowable load tables or sizing software to size the PWLVL beam to carry a total load of (300 + 610 + 550) = 1460 plf. 2. Refer to the 1.8E & 2.0E PWLVL table for beam assembly requirements. Refer to the Condition B row in the table. Scan across the Condition B 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 570 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.
59
1.5E DESIGN PROPERTIES
A
R
D
11⁄4” PWLVL RIM BOARD
• ¹⁄₂” Diameter Lag Screw or Bolt Lateral Load Capacity – 350 lbs
1.5E PWLVL Beam Design Properties(1) Modulus of Elasticity E = 1500000 psi(2) Bending Fb = 2250 x (12/d)0.125 psi, where d is the depth of the member(3) Horizontal Shear (joist) Fv = 220 psi Compression Perpendicular to Grain (joist) Fc⊥ = 575 psi(2)
Notes: 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.
(1) These allowable design properties apply to dry service conditions, and may be adjusted for load duration except where noted. (2) No increase is allowed for load duration. (3) A factor of 1.04 may be applied for repetitive members as defined in the National Design Specification® for Wood Construction.
• Horizontal Load Capacity – 200 plf with 8d nails (box or common) at 6” o.c.(2)
B
O
• Rim Board Vertical Load Capacity – 3450 plf
M
11⁄ 4” 1.5E PWLVL
PWLVL Rim Board vertical load transfer = 3450 plf maximum
AVAILABLE SIZES (INCHES):
9¹⁄₂
11⁷⁄₈
14
16
I
One 8d nail at top and bottom flange
R
Attach PWLVL Rim Board to top plate using 8d box toenails @ 6” o.c.
WEIGHTS (PLF):
E
3.1
3.9
4.5
5.2
5
EQUIVALENT SPECIFIC GRAVITY FOR FASTENER DESIGN – 11⁄ 4” 1.5E PWLVL
1 .
Nails & Wood Screws
Lateral, Face
0.42
Lateral, Edge
0.39
Withdrawal
0.42
Lateral, Face
0.42
Lateral, Edge
N.A.
One 8d face nail at each side at bearing
To avoid splitting flange, start nails at least 1¹⁄₂” from end of PWI joist. Nails may be driven at an angle to avoid splitting of bearing plate.
DECK ATTACHMENT
PWLVL Rim Board
L
Bolts & Lag Screws
Sheathing
Closest On-Center Spacing for a single row of nails in the narrow face
L
V
Nail Size 8d common (2¹⁄₂” x 0.131”)
3”
10d common (3” x 0.148”)
4”
16d common (3¹⁄₂” x 0.162”)
6”(1)
1. May be 4” when nailing through bottom wall plate and sheathing (maximum 1³⁄₈” penetration).
W P
Spacing
60
Attach PWLVL Rim Board to top plate using 8d box toenails @ 6” o.c.
Ledger attached with ¹⁄₂” diameter through bolts with washers and nuts. Space as necessary per deck design. One 8d nail at top and bottom flange
P W
2.0E COLUMNS
L
The properties that make PWLVL a superior beam material make it ideal for column use as well. In PWLVL columns, you’ll find only quality construction, free of deep cracks, checks or twists. These columns are desirable enough to leave exposed, for a beautiful finish.
V
ALLOWABLE AXIAL LOADS (LBS.) 2.0E PWLVL COLUMNS
3¹⁄₂” x 3¹⁄₂” Column Effective Column Length
2.0E PWLVL COLUMNS
3¹⁄₂” x 5¹⁄₂” Column Effective Column Length
115%
125%
6’– 0”
12764
14679
15955
7’– 0”
10422
11985
8’– 0”
8595
9’– 0”
3¹⁄₂” x 7” Column Effective Column Length
100%
115%
125%
100%
115%
125%
6’– 0”
19146
22018
23933
6’– 0”
25528
29357
31910
13028
7’– 0”
15633
17978
19541
7’– 0”
20844
23971
26055
9884
10744
8’– 0”
12893
14826
16116
8’– 0”
17190
19769
21488
7181
8258
8976
9’– 0”
10772
12387
13464
9’– 0”
14362
16516
17953
10’– 0”
6076
6987
7595
10’– 0”
9114
10481
11393
10’– 0”
12152
13975
15190
11’– 0”
5201
5981
6501
11’– 0”
7802
8972
9752
11’– 0”
10402
11962
13003
12’– 0”
4498
5173
5623
12’– 0”
6747
7759
8434
12’– 0”
8996
10345
11245
13’– 0”
3926
4515
4908
13’– 0”
5889
6772
7361
13’– 0”
7852
9030
9815
14’– 0”
3456
3974
4320
14’– 0”
5184
5962
6480
14’– 0”
6912
7949
8640
2
100%
L
2.0E PWLVL COLUMNS
. 0 E C O L
> 14’– 0”
Not Permitted
> 14’– 0”
Not Permitted
> 14’– 0”
Not Permitted
Notes
2. Table values apply to solid, one-piece columns used in dry service conditions.
U
1. Table values are based on an effective column length equal to the actual column length.
3. Table values apply to axially-loaded columns. A load eccentricity equal to one-sixth of the column thickness (least dimension) is assumed. Refer to the National Design Specification® for Wood Construction when designing for combined bending and axial loads or other load eccentricities.
M N S 61
R
S
FRAMING CONNECTORS
O
FACE MOUNT HANGERS Single Ply – 1³⁄₄” wide Hanger Load (100%)
T
Depth 5¹⁄₂”
HU1.81/5
2145
7¹⁄₄”
HU7
2145
HU9 HUS1.81/10 HU11 HUS1.81/10 HU14 HUS1.81/10
3215 4900 4020 4900 4540 4900
16”
HU14
4540
16”
18”
HU14
4540
18”
C
9¹⁄₂” 11⁷⁄₈” 14”
N
E
Depth
Double Ply – 3¹⁄₂” wide Hanger Load (100%) HU46
1390
HHUS48 HGUS48 HHUS410 HGUS410 HHUS410 HGUS412 HHUS410 HGUS414 HHUS410 HGUS414 HHUS410 HGUS414
3885 3940 5190 8780 5190 9155 5190 10015 5190 10015 5190 10015
5¹⁄₂” 7¹⁄₄” 9¹⁄₂” 11⁷⁄₈” 14”
Depth
Triple Ply – 5¹” wide Hanger Load (100%)
Depth
5¹⁄₂”
HU66
1390
5¹⁄₂”
7¹⁄₄”
HU68
1875
7¹⁄₄”
HHUS5.50/10 HGUS5.50/10 HHUS5.50/10 HGUS5.50/12 HHUS5.50/10 HGUS5.50/14 HHUS5.50/10 HGUS5.50/14 HGUS5.50/14 HGU5.50
5190 8780 5190 9155 5190 10015 5190 10015 10015 14060
9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
Quadruple Ply – 7” wide Hanger Load (100%) See Simpson Wood Construction Connectors catalog for hanger solution HHUS7.25/10 HGUS7.25/10 HHUS7.25/10 HGUS7.25/12 HGUS7.25/14 HGU7.25 HGUS7.25/14 HGU7.25 HGUS7.25/14 HGU7.25
5190 8780 5190 9835 11110 14060 11110 14060 11110 14060
HU B
HUS
N
MIT GLTV
O
WPU
HHGU
HGUS
EGQ
LBV
TOP FLANGE HANGERS Single Ply – 1³⁄₄” wide Hanger Load (100%)
C
Depth
See Simpson Wood Construction Connectors catalog for hanger solution
5¹⁄₂” 7¹⁄₄” 9¹⁄₂”
G
11⁷⁄₈” 14” 16”
N
Depth
18”
LBV1.81/7.25
2910
MIT9.5 LBV1.81/9.5 MIT11.88 BA1.81/11.88 MIT1.81/14 B1.81/14 MIT1.81/16 B1.81/16
2550 2910 2550 4715 2550 4135 2550 4135
B1.81X
4135
Double Ply – 3¹⁄₂” wide Hanger Load (100%) HU46TF
3165
LBV3.56/7.25 WPU3.56/7.25 LBV3.56/9.5 HB3.56/9.5 BA3.56/11.88 HB3.56/11.88 BA3.56/14 GLTV3.514 BA3.56/16 GLTV3.516 HB3.56/18 HGLTV3.518
2910 4700 2910 5815 4715 5815 4715 7500 4715 7500 5815 10500
5¹⁄₂” 7¹⁄₄” 9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
M
I
Hanger Notes: 1. Loads listed address hanger/header/fastener limitations assuming header material is Douglas Fir-Larch LVL manufactured in the U.S. Joist reaction should be checked by a qualified designer to ensure proper hanger selection. 2. HU hangers – fill all round and triangle holes for load values shown.
Depth 5¹⁄₂” 7¹⁄₄” 9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
Triple Ply – 5¹⁄₄” wide Hanger Load (100%) HU66TF
3165
WPU5.50/7.25 HB5.50/7.25 HB5.50/9.5 GLTV5.59 HB5.50/11.88 HGLTV5.511 HB5.50/14 EGQ5.50-SDS3 HB5.50/16 EGQ5.50-SDS3 HB5.50/18 EGQ5.50-SDS3
4700 5815 5815 7500 5815 10500 5815 19800 5815 19800 5815 19800
Depth
Quadruple Ply – 7” wide Hanger Load (100%)
5¹⁄₂”
See Simpson Wood Construction Connectors catalog for hanger solution
7¹⁄₄”
HWU7.12/7.25
6000
HB7.12/9.5 GLTV49.5-2 HB7.12/11.88 EGQ7.25-SDS3 GLTV414-2 EGQ7.25-SDS3 HGLTV416-2 EGQ7.25-SDS3 HGLTV418-2 EGQ7.25-SDS3
5815 7500 5815 19800 7500 19800 10500 19800 10500 19800
9¹⁄₂” 11⁷⁄₈” 14” 16” 18”
3. Loads shown are gravity (floor) loads. Other load durations may apply, refer to the current version of Wood Construction Connectors for allowable increases. 4. Top Flange Hanger configurations and thickness of Top Flange needs to be considered for flush frame conditions.
SIMPSON STRONG-DRIVE SCREWS
A
™
INSTALLATION
R
L1
F
Model
L1
T
“S” Stamp
• Hex washer S3.5 SDS ¹⁄₂ x 3¹⁄₂ 3¹⁄₂ 2¹⁄₄ head allows for S4.5 SDS ¹⁄₂ x 4¹⁄₂ 4¹⁄₂ 2³⁄₄ easy driving 6 3¹⁄₄ S6 • Built-in reamer SDS ¹⁄₄ x 6 and type 17 tip means no pre-drilling required • See illustrations for SDS positioning on different assemblies • Install with high-torque, low-speed drill (5 amp+) • Do not over-drive the SDS screws
T
• Allowable load values are derived from testing based on ASTM D-1761. The designer shall apply adjustment factors per 2001 NDS. Loads shown are CD=1.0. Increase as allowed per code to a maximum CD=1.33. • This document uses Douglas Fir-Larch values (G = 0.5), as per the LVL manufacturer’s instructions • Loads shown are 100%. Increase as allowed by code • The designer shall specify the location of all screws (stagger screws on opposite faces). Minimum recommended spacing–Wide Face: end distance 4”, edge distance 1¹⁄₂”, spacing parallel to grain 4”, spacing perpendicular to grain 2”. • Uniform loads in the table below are based on the capacity of the fasteners to transfer loads between plies. The capacity of the LVL beam may be less and should be checked by a qualified designer or with the manufacturer’s literature.
S
O
N
LAMINATED VENEER LUMBER (LVL) ASSEMBLIES
DESIGN
P
Assembly A (2 – 1³⁄₄”) SDS ¹⁄₄ x 3¹⁄₂
Assembly B1 (3 – 1³⁄₄”) SDS ¹⁄₄ x 3¹⁄₂
Assembly B2 (3 – 1³⁄₄”) SDS ¹⁄₄ x 3¹⁄₂
Assembly C (4 – 1³⁄₄”) SDS ¹⁄₄ x 6
Assembly D (1 – 1³⁄₄”, 1 – 3¹⁄₂”) SDS ¹⁄₄ x 3¹⁄₂
Assembly E (2 – 1³⁄₄”, 1 – 3¹⁄₂”) SDS ¹⁄₄ x 3¹⁄₂
Assembly F (2 – 3¹⁄₂”) SDS ¹⁄₄ x 6
MAXIMUM ALLOWABLE UNIFORM LOAD THAT CAN BE APPLIED TO EITHER OUTSIDE MEMBER (LBS PER LINEAL FOOT)
M
Multiple Members
S
I
Assembly
62
Components
SDS Screws, 12” o.c.
SDS Screws, 18” o.c.
SDS Screws, 24” o.c.
2 Rows
3 Rows
2 Rows
3 Rows
2 Rows
3 Rows 720
A
960
1440
720
1080
480
B1
720
1080
540
810
360
540
B2
1380
2070
1035
1550
690
1035
C
1225
1840
920
1380
615
920
D
720
1080
540
810
360
540
E
640
960
480
720
320
480
F
960
1440
720
1080
480
720
1. If 7” wide beams are not equally loaded on each side, the plf load from the lesser side should be at least 25% of the opposite side. 2. Quantity and spacing of screws in table are for each screw head side of the assembly as shown in the assembly figures above. 3. The design professional shall ensure that adequate lateral bracing is provided to prevent displacement of the beam due to the torsion created by the structural members framing into the side of the beam assembly.
TOOLS
P W - K E Y B U I L D
SOFTWARE THE MOST POWERFUL SOFTWARE TOOLS IN THE MARKET— PW-KEYPLAN® AND PW-KEYBEAM®
S
To help provide customers with the best information services in the in the industry, Pacific Woodtech supplies its customer base with PW-KeyPlan® and PW-KeyBeam® software packages for drawing CAD-like layouts and designing for either floor or roof applications.
O T
Pacific Woodtech can supply both options to its customer base.
F
There are many suppliers of structural wood products that may have the need to just simply draw a framing plan and size the beams on beam software or use a layout drawing tool that performs load development upon floor or roof EWP products.
Compare these PW-Keyplan® and PW-KeyBeam® software features with your current system’s software to see what you can gain:
W
• No charge for PW-KeyPlan® and PW-KeyBeam® software programs
A
• No charge for Pacific Woodtech customers to distribute PW-KeyBeam® to its customer base
R
• Customer product logos and nomenclature used on beam calcs
E
• Automatic development of loads • Automatic sizing of all EWP members • Engineered or non-engineered placement plans
O O
All this is available from Pacific Woodtech—but that’s not all! No system is complete without a support system, and Pacific Woodtech delivers initial training free of charge. Training is available for all new users whenever needed. Telephone support is available as well. In fact, an electronic submission system is always available to transfer jobs for troubleshooting review.
T
• Internet updates for all software
L S
What you get from Pacific Woodtech is what your customers expect from you—the best tools and the best service possible!
OUR 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.
PACIFIC We w a n t t o s h a r e o u r s u c c e s s w i t h y o u .
WOODTECH Contact us today to find out more.
CORP mailing: PO Box 465 Burlington, Washington 98233 shipping: 1850 Park Lane Burlington, Washington 98233 toll free: 888-707-2285 tel: 360-707-2200 fax: 360-707-2211 web: www.pacificwoodtech.com
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