LP I-Joists 20-32 PDF
LP I-Joists 20-32 PDF
LP I-Joists 20-32 PDF
Technical Guide
Floor & Roof Applications
Framing Connectors 15
TO USE:
1. Select the appropriate table based on the project design loads.
2. Select the L/480 or L/360 section of that table, as required.
3. Find a span that meets or exceeds the design span.
4. Read the corresponding joist depth and spacing. Simple (single)
Span Application
Caution: For floor systems that require both simple span and continuous span joists,
it is a good idea to check both before selecting a joist. Some conditions are controlled
by continuous span strength rather than simple span deflection. Span
ACTUAL DEFLECTION
BASED ON SPAN AND LIMIT
Span (ft) L/480 L/360 L/240
10 1/4" 5/16" 1/2"
12 5/16" 3/8" 5/8"
14 3/8" 7/16" 11/16"
16 3/8" 9/16" 13/16"
18 7/16" 5/8" 7/8"
20 1/2" 11/16" 1"
22 9/16" 3/4" 1-1/8"
24 5/8" 13/16" 1-3/16"
26 5/8" 7/8" 1-5/16"
28 11/16" 15/16" 1-3/8"
30 3/4" 1" 1-1/2"
* Deflections rounded to the nearest 1/16".
TO USE:
1. Select the appropriate table based on the project design loads.
2. Select the section with or without web stiffeners, as needed.
3. Find a span that meets or exceeds the design span.
4. Read the corresponding joist depth and spacing. Continuous (multiple)
Span Application
Caution: For floor systems that require both simple span and continuous span joists,
it is a good idea to check both before selecting a joist. Some conditions are controlled
by simple span deflection rather than continuous span strength. Span Span Span
ACTUAL DEFLECTION
BASED ON SPAN AND LIMIT
Span (ft) L/480 L/360 L/240
10 1/4" 5/16" 1/2"
12 5/16" 3/8" 5/8"
14 3/8" 7/16" 11/16"
16 3/8" 9/16" 13/16"
18 7/16" 5/8" 7/8"
20 1/2" 11/16" 1"
22 9/16" 3/4" 1-1/8"
24 5/8" 13/16" 1-3/16"
26 5/8" 7/8" 1-5/16"
28 11/16" 15/16" 1-3/8"
30 3/4" 1" 1-1/2"
* Deflections rounded to the nearest 1/16".
TO USE: EXAMPLE:
1. Select the span required. Select an I-Joist for a 17'-6" clear span supporting 40 psf Live Load and 20 psf Dead Load,
2. Compare the design total load to the Total Load column and compare the design live load spaced 16" oc, at an L/480 deflection limit.
to either the L/480 or L/360 column as needed. 1. Design Total Load = (40 + 20) * (16 / 12) = 80 plf
3. Select a product that exceeds both the design total and live loads. Design Live Load = 40 * (16 / 12) = 54 plf
2. Select the row corresponding to an 18' span.
3. The first I-Joist to exceed both Total Load and L/480:
11-7/8" LPI 32W can support 102 plf Total and 62 plf Live @ L/480
9-1/2" LPI 20W 9-1/2" LPI 32W 11-7/8" LPI 20W 11-7/8" LPI 32W
Span Span
Live Load Total Live Load Total Live Load Total Live Load Total
(ft) (ft)
L /480 L /360 Load L /480 L /360 Load L /480 L /360 Load L /480 L /360 Load
8 193 193 227 227 8
9 172 172 202 202 9
10 155 155 155 183 183 10
11 120 141 139 141 166 166 11
12 95 127 130 112 130 153 153 12
13 76 102 119 92 120 125 141 141 13
14 62 83 103 76 101 112 102 131 119 131 14
15 51 68 89 63 85 104 85 113 117 100 123 15
16 43 57 79 53 71 97 71 94 103 85 113 115 16
17 36 48 70 45 61 86 60 80 92 72 97 108 17
18 30 41 61 39 52 77 51 68 82 62 83 102 18
19 26 35 52 33 45 67 43 58 73 54 72 92 19
20 22 30 45 29 39 58 38 50 66 47 63 83 20
21 19 26 39 25 34 51 33 44 60 41 55 76 21
22 - - - - - - 28 38 55 36 48 69 22
23 - - - - - - 25 34 50 32 43 63 23
24 - - - - - - 22 30 45 28 38 57 24
TO USE: EXAMPLE:
1. Select the span required. For roofs with a slope of 2:12 or greater, the horizontal span must be Select an I-Joist for a 12'-8" horizontal clear span supporting 45 psf Snow (Live) Load
multiplied by the appropriate slope adjustment factor from the table at the bottom of this page. and 15 psf Dead Load, spaced 24" oc, with a roof slope of 6:12.
2. Compare the design total load to the appropriate Total Load column for Snow (115%) or 1. Sloped Span = (12 + 8 / 12) * 1.118 = 14.16' use 15'
Non-Snow (125%), and compare the design live load to the Live Load L/240 column. 2. Design Total Load = (45 + 15) * (24 / 12) = 120 plf
For live load deflection limits of L/360 or L/480, compare the design live load to the appropriate Design Live Load = 45 * (24 / 12) = 90 plf
Live Load column from the Uniform Floor Load Tables on page 4.
3. Select the row corresponding to a 15' span.
3. Select a product that exceeds both the design total and live loads.
4. The first I-Joist to exceed both Total Load for Snow (115%) and L/240:
9-1/2" LPI 32W can support 120 plf Total Load (115%) Live Load does not control
NOTE: For a live load deflection limit of L/360, the Uniform Floor Load Tables on page 4
require an 11-7/8" LPI 20W, which can support 113 plf Live Load @ L/360.
9-1/2" LPI 20W 9-1/2" LPI 32W 11-7/8" LPI 20W 11-7/8" LPI 32W
Span Span
Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load
(ft) (ft)
L/240 Snow 115% Non-Snow 125% L/240 Snow 115% Non-Snow 125% L/240 Snow 115% Non-Snow 125% L/240 Snow 115% Non-Snow 125%
8 222 241 222 241 261 284 261 284 8
9 198 215 198 215 233 253 233 253 9
10 179 194 179 194 210 228 210 228 10
11 163 177 163 177 191 208 191 208 11
12 149 162 149 162 176 191 176 191 12
13 137 149 138 150 162 177 162 177 13
14 125 118 128 128 140 151 164 151 164 14
15 103 103 112 127 120 130 135 147 141 153 15
16 86 91 98 107 111 121 119 129 132 144 16
17 72 80 87 91 99 107 105 115 125 136 17
18 61 72 78 78 88 96 102 94 102 125 118 128 18
19 52 64 70 67 79 86 87 84 92 108 106 115 19
20 45 58 60 58 71 78 76 76 83 94 96 104 20
21 39 52 52 51 65 68 66 69 75 83 87 95 21
22 34 46 46 45 59 60 57 63 69 73 79 86 22
23 30 40 40 39 53 53 51 58 63 64 73 79 23
24 26 35 35 35 47 47 45 53 58 57 67 72 24
125% Non-Snow
3. Find a span that meets or exceeds the design span for the 14" 28'-3" 26'-11" 26'-7" 25'-3" 24'-6" 22'-10"
20 psf
appropriate roof dead load (15 psf or 20 psf). 9-1/2" 22'-10" 21'-9" 21'-5" 20'-5" 19'-10" 18'-10"
4. Read the corresponding joist, depth and spacing. 11-7/8" 27'-2" 25'-11" 25'-6" 24'-3" 23'-7" 22'-5"
LPI 32W
14" 30'-10" 29'-4" 28'-11" 27'-6" 26'-9" 25'-5"
16" 34'-1" 32'-5" 31'-11" 30'-5" 29'-6" 27'-9"
DESIGN ASSUMPTIONS:
9-1/2" 19'-10" 19'-0" 18'-8" 17'-10" 17'-3" 16'-3"
1. The spans listed are the horizontal clear distance between supports.
LPI 20W 11-7/8" 23'-9" 22'-9" 22'-2" 20'-10" 19'-10" 18'-7"
Refer to the diagram below.
115% Snow
14" 27'-0" 25'-4" 24'-8" 23'-2" 22'-0" 20'-8"
2. The spans are based on uniform gravity loads only and have not
25 psf
9-1/2" 21'-10" 20'-11" 20'-6" 19'-7" 18'-11" 18'-0"
been evaluated for wind.
11-7/8" 26'-0" 24'-11" 24'-5" 23'-4" 22'-3" 20'-10"
3. These tables do not reflect any additional stiffness provided by LPI 32W
14" 29'-6" 28'-3" 27'-7" 25'-11" 24'-8" 23'-2"
the roof sheathing.
16" 32'-7" 30'-10" 29'-11" 28'-1" 26'-9" 25'-1"
4. Live load deflection has been limited to L/240. 9-1/2" 19'-1" 18'-4" 17'-11" 17'-3" 16'-4" 15'-5"
5. Total load deflection has been limited to L/180. LPI 20W 11-7/8" 22'-10" 21'-8" 20'-11" 19'-9" 18'-8" 17'-8"
6. A load sharing (repetitive member) increase has been applied.
115% Snow
14" 25'-6" 24'-1" 23'-3" 22'-0" 20'-10" 19'-8"
30 psf
This increase is based on the attachment of a proper deck 9-1/2" 21'-0" 20'-2" 19'-8" 18'-11" 18'-1" 17'-1"
to three or more joists, spaced no more than 24" oc. ROOF LIVE LOAD 11-7/8" 25'-0" 24'-0" 23'-5" 22'-2" 21'-0" 19'-10"
LPI 32W
7. The spans are based on the minimum required bearings as listed 14" 28'-4" 27'-0" 26'-1" 24'-7" 23'-3" 22'-0"
on page 14. 16" 31'-0" 29'-3" 28'-3" 26'-9" 25'-3" 22'-8"
9-1/2" 17'-10" 17'-3" 16'-7" 15'-9" 14'-9" 14'-1"
LPI 20W 11-7/8" 20'-10" 19'-10" 19'-0" 18'-1" 16'-11" 16'-2"
ADDITIONAL NOTES:
115% Snow
1. Web stiffeners are not required for any of the spans listed in these 14" 23'-2" 22'-1" 21'-1" 20'-2" 18'-10" 18'-0"
40 psf
tables. Web stiffeners are required when using the birds mouth 9-1/2" 19'-7" 18'-11" 18'-4" 17'-6" 16'-5" 15'-0"
bearing detail. Web fillers are required for joists seated in hangers 11-7/8" 23'-4" 22'-3" 21'-4" 20'-4" 19'-0" 17'-8"
LPI 32W
that do not laterally support the top flange. 14" 25'-11" 24'-9" 23'-8" 22'-6" 20'-7" 18'-10"
2. The design of continuous spans is based on the longest span. 16" 28'-1" 26'-10" 25'-8" 23'-8" 20'-7" 18'-10"
The shortest span must not be less than 50% of the longest span. 9-1/2" 16'-9" 16'-1" 15'-3" 14'-8" 13'-7" 12'-10"
3. L/240 is the minimum deflection criteria allowed per code for roof LPI 20W 11-7/8" 19'-2" 18'-5" 17'-6" 16'-9" 15'-7" 15'-0"
115% Snow
joists supporting non-plaster ceilings. Verify deflection limits with 14" 21'-4" 20'-6" 19'-5" 18'-8" 16'-10" 15'-7"
50 psf
local code requirements. 9-1/2" 18'-6" 17'-10" 16'-11" 16'-1" 13'-10" 12'-10"
4. Roof joists must have a minimum slope of 1/4" per foot (1/4:12) 11-7/8" 21'-6" 20'-8" 19'-7" 18'-10" 16'-4" 15'-2"
LPI 32W
for positive drainage. 14" 23'-11" 22'-11" 21'-9" 20'-3" 17'-5" 16'-1"
5. For conditions not shown, use the Uniform Roof Load (PLF) Tables 16" 25'-11" 24'-4" 21'-10" 20'-3" 17'-5" 16'-1"
or contact your LP Engineered Wood Products distributor for assistance. 9-1/2" 15'-7" 15'-0" 14'-2" 13'-9" 11'-11" 11'-2"
LPI 20W 11-7/8" 17'-10" 17'-3" 16'-4" 15'-9" 14'-1" 13'-2"
6. Roof applications in high wind areas require special analysis which
115% Snow
may result in reduced spans and special connectors to resist uplift. 14" 19'-10" 19'-2" 18'-1" 17'-1" 14'-7" 13'-8"
60 psf
12
Horizontal Span
ACTUAL DEFLECTION
BASED ON SPAN AND LIMIT
Span (ft) L/360 L/240 L/180
10 5/16" 1/2" 11/16"
12 3/8" 5/8" 13/16"
14 7/16" 11/16" 15/16"
16 9/16" 13/16" 1-1/16"
18 5/8" 7/8" 1-3/16"
20 11/16" 1" 1-5/16"
22 3/4" 1-1/8" 1-7/16"
24 13/16" 1-3/16" 1-5/8"
26 7/8" 1-5/16" 1-3/4"
28 15/16" 1-3/8" 1-7/8"
30 1" 1-1/2" 2"
* Deflections rounded to the nearest 1/16".
125% Non-Snow
3. Find a span that meets or exceeds the design span for the 14" 25'-3" 23'-11" 23'-9" 22'-6" 22'-0" 20'-10"
20 psf
appropriate roof dead load (15 psf or 20 psf). 9-1/2" 20'-6" 19'-4" 19'-2" 18'-2" 17'-9" 16'-9"
4. Read the corresponding joist, depth and spacing. 11-7/8" 24'-4" 23'-0" 22'-10" 21'-7" 21'-1" 20'-0"
LPI 32W
14" 27'-7" 26'-1" 25'-11" 24'-6" 23'-11" 22'-8"
16" 30'-6" 28'-10" 28'-7" 27'-1" 26'-6" 25'-0"
DESIGN ASSUMPTIONS:
9-1/2" 17'-10" 17'-0" 16'-9" 15'-11" 15'-6" 14'-9"
1. The spans listed are the horizontal clear distance between supports.
LPI 20W 11-7/8" 21'-4" 20'-4" 20'-0" 19'-1" 18'-7" 17'-7"
Refer to the diagram below.
115% Snow
14" 24'-3" 23'-1" 22'-10" 21'-9" 21'-0" 19'-6"
2. The spans are based on uniform gravity loads only and have not
25 psf
9-1/2" 19'-8" 18'-9" 18'-5" 17'-7" 17'-1" 16'-3"
been evaluated for wind.
11-7/8" 23'-5" 22'-3" 21'-11" 20'-10" 20'-3" 19'-3"
3. These tables do not reflect any additional stiffness provided by LPI 32W
14" 26'-6" 25'-3" 24'-11" 23'-8" 23'-0" 21'-10"
the roof sheathing.
16" 29'-3" 27'-10" 27'-6" 26'-2" 25'-5" 23'-8"
4. Live load deflection has been limited to L/240. 9-1/2" 17'-2" 16'-5" 16'-2" 15'-5" 15'-0" 14'-4"
5. Total load deflection has been limited to L/180. LPI 20W 11-7/8" 20'-7" 19'-8" 19'-4" 18'-6" 17'-11" 16'-9"
6. A load sharing (repetitive member) increase has been applied.
115% Snow
14" 23'-5" 22'-5" 22'-0" 20'-10" 19'-11" 18'-8"
30 psf
This increase is based on the attachment of a proper deck 9-1/2" 19'-0" 18'-2" 17'-10" 17'-0" 16'-5" 15'-8"
to three or more joists, spaced no more than 24" oc. 11-7/8" 22'-7" 21'-7" 21'-2" 20'-3" 19'-7" 18'-8"
1. Web stiffeners are not required for any of the spans listed in these 14" 22'-0" 21'-1" 20'-4" 19'-3" 18'-2" 17'-3"
40 psf
tables. Web stiffeners are required when using the birds mouth 9-1/2" 17'-10" 17'-2" 16'-8" 16'-1" 15'-5" 14'-10"
bearing detail. Web fillers are required for joists seated in hangers 11-7/8" 21'-2" 20'-5" 19'-11" 19'-1" 18'-4" 17'-1"
LPI 32W
that do not laterally support the top flange. 14" 24'-0" 23'-2" 22'-6" 21'-7" 20'-4" 19'-3"
2. The design of continuous spans is based on the longest span. 16" 26'-7" 25'-7" 24'-9" 23'-5" 22'-1" 20'-0"
The shortest span must not be less than 50% of the longest span. 9-1/2" 15'-4" 14'-10" 14'-5" 13'-11" 13'-3" 12'-7"
3. L/240 is the minimum deflection criteria allowed per code for roof LPI 20W 11-7/8" 18'-5" 17'-9" 17'-0" 16'-2" 15'-2" 14'-5"
115% Snow
joists supporting non-plaster ceilings. Verify deflection limits with 14" 20'-8" 19'-9" 18'-10" 18'-0" 16'-10" 16'-1"
50 psf
local code requirements. 9-1/2" 16'-11" 16'-4" 15'-10" 15'-4" 14'-7" 13'-9"
4. Roof joists must have a minimum slope of 1/4" per foot (1/4:12) 11-7/8" 20'-1" 19'-5" 18'-10" 18'-2" 16'-4" 14'-10"
LPI 32W
for positive drainage. 14" 22'-9" 22'-0" 21'-1" 20'-2" 18'-10" 17'-3"
5. For conditions not shown, use the Uniform Roof Load (PLF) Tables 16" 25'-1" 23'-11" 22'-11" 21'-10" 19'-0" 17'-5"
or contact your LP Engineered Wood Products distributor for assistance. 9-1/2" 14'-8" 14'-3" 13'-9" 13'-3" 12'-4" 11'-10"
LPI 20W 11-7/8" 17'-5" 16'-8" 15'-10" 15'-3" 14'-2" 13'-2"
6. Roof applications in high wind areas require special analysis which
115% Snow
may result in reduced spans and special connectors to resist uplift. 14" 19'-4" 18'-7" 17'-8" 16'-11" 15'-9" 14'-10"
60 psf
12
Horizontal Span
ACTUAL DEFLECTION
BASED ON SPAN AND LIMIT
Span (ft) L/360 L/240 L/180
10 5/16" 1/2" 11/16"
12 3/8" 5/8" 13/16"
14 7/16" 11/16" 15/16"
16 9/16" 13/16" 1-1/16"
18 5/8" 7/8" 1-3/16"
20 11/16" 1" 1-5/16"
22 3/4" 1-1/8" 1-7/16"
24 13/16" 1-3/16" 1-5/8"
26 7/8" 1-5/16" 1-3/4"
28 15/16" 1-3/8" 1-7/8"
30 1" 1-1/2" 2"
* Deflections rounded to the nearest 1/16".
Diameter
Closest distance (x) to center of circular hole Closest distance (x) to center of circular hole
TO USE:
1. Select the required product from the left column.
2. Determine the support condition for the nearest bearing: end support or interior support (including end supports with cantilevers).
3. Select the row corresponding to the required span. For spans between those listed, use the next largest value.
4 Select the column corresponding to the required hole diameter. For diameters between those listed, use the next largest value.
5. The intersection of the Span row and Hole Diameter column gives the minimum distance from the inside face of bearing to the center of the circular hole.
6. Double check the distance to the other support, using the appropriate support condition.
ROUND HOLES UP TO 40 PSF LIVE LOAD AND 25 PSF DEAD LOAD; UP TO 24" OC
Distance from End Support Distance from Interior or Cantilever-End Support
Clear
Series Depth Hole Diameter Hole Diameter
Span (ft)
2" 4" 6" 8" 10" 12" 14" 2" 4" 6" 8" 10" 12" 14"
6 1'-0" 1'-0" 1'-6" - - - - 1'-0" 1'-0" 1'-6" - - - -
LPI 20W
10 1'-0" 1'-0" 1'-6" - - - - 1'-0" 1'-0" 1'-6" - - - -
& 9-1/2"
14 1'-0" 1'-0" 1'-6" - - - - 1'-0" 1'-8" 3'-5" - - - -
LPI 32W
18 1'-0" 1'-10" 3'-8" - - - - 2'-8" 4'-5" 6'-3" - - - -
6 1'-0" 1'-0" 1'-6" 2'-0" - - - 1'-0" 1'-0" 1'-6" 2'-0" - - -
LPI 20W
10 1'-0" 1'-0" 1'-6" 2'-0" - - - 1'-0" 1'-0" 1'-6" 2'-0" - - -
& 11-7/8"
14 1'-0" 1'-0" 1'-6" 2'-0" - - - 1'-0" 1'-0" 2'-5" 3'-10" - - -
LPI 32W
18 1'-0" 1'-5" 2'-9" 4'-1" - - - 2'-2" 3'-6" 5'-4" 6'-9" - - -
8 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" - - 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" - -
LPI 20W
12 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" - - 1'-0" 1'-0" 1'-6" 2'-0" 2'-8" - -
& 14"
16 1'-0" 1'-0" 1'-6" 2'-1" 3'-8" - - 1'-0" 1'-11" 3'-2" 4'-4" 5'-7" - -
LPI 32W
20 1'-0" 2'-1" 3'-1" 4'-7" 6'-1" - - 3'-5" 4'-5" 6'-0" 7'-6" 9'-0" - -
8 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" - 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" -
12 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" - 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-3" -
LPI 32W 16"
16 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-8" - 1'-0" 1'-6" 2'-9" 3'-7" 4'-9" 6'-0" -
20 1'-0" 1'-7" 2'-7" 3'-7" 5'-1" 6'-7" - 2'-11" 4'-5" 5'-5" 6'-6" 8'-0" 9'-6" -
Width
Depth
Closest distance (x) to edge of rectangular hole Closest distance (x) to edge of rectangular hole
TO USE:
1. Select the required product from the left column.
2. Determine the support condition for the nearest bearing: end support or interior support (includes end supports with cantilevers).
3. Select the row corresponding to the required span. For spans between those listed, use the next largest value.
4. Select the column corresponding to the required hole dimension. For dimensions between those listed, use the next largest value.
5. The intersection of the Span row and Hole Dimension column gives the minimum distance from the inside face of bearing to the nearest edge of the rectangular hole.
6. Double check the distance to the other support, using the appropriate support condition.
RECTANGULAR HOLES UP TO 40 PSF LIVE LOAD AND 25 PSF DEAD LOAD; UP TO 24" OC
Distance from End Support Distance from Interior or Cantilever-End Support
Clear
Series Depth Maximum Hole Dimension: Depth or Width Maximum Hole Dimension: Depth or Width
Span (ft)
2" 4" 6" 8" 10" 12" 14" 16" 18" 2" 4" 6" 8" 10" 12" 14" 16" 18"
6 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" - - - 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" - - -
LPI 20W
10 1'-0" 1'-1" 2'-7" 3'-1" 3'-7" 4'-1" 4'-7" - - 1'-0" 2'-5" 4'-0" 4'-6" 5'-0" - - - -
& 9-1/2"
14 1'-10" 3'-3" 5'-4" 5'-8" 6'-5" 6'-9" - - - 3'-10" 5'-3" - - - - - - -
LPI 32W
18 4'-1" 5'-11" 7'-9" 8'-8" - - - - - 6'-9" 8'-7" - - - - - - -
6 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" - - - 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" - - -
LPI 20W
10 1'-0" 1'-0" 1'-10" 3'-4" 3'-10" 4'-4" 4'-10" - - 1'-0" 1'-11" 3'-3" 4'-9" - - - - -
& 11-7/8"
14 1'-5" 2'-10" 4'-3" 6'-1" 6'-9" - - - - 3'-5" 4'-10" 6'-3" - - - - - -
LPI 32W
18 3'-8" 5'-6" 6'-10" 8'-8" - - - - - 6'-3" 8'-1" - - - - - - -
8 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" - 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" 3'-10" - -
LPI 20W
12 1'-0" 1'-0" 1'-6" 2'-0" 3'-8" 4'-7" 5'-2" - - 1'-0" 1'-0" 1'-6" 3'-3" 5'-5" - - - -
& 14"
16 1'-0" 1'-0" 2'-1" 4'-1" 6'-6" 7'-4" - - - 1'-0" 2'-4" 4'-4" 6'-5" - - - - -
LPI 32W
20 1'-0" 2'-7" 4'-7" 6'-7" 9'-1" - - - - 2'-11" 4'-11" 7'-0" 9'-6" - - - - -
8 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" - 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-5" - - -
12 1'-0" 1'-0" 1'-6" 2'-0" 2'-9" 4'-11" 5'-10" - - 1'-0" 1'-0" 1'-6" 2'-8" 4'-6" - - - -
LPI 32W 16"
16 1'-0" 1'-0" 1'-8" 3'-3" 5'-3" 7'-8" - - - 1'-0" 1'-11" 3'-7" 5'-7" 7'-7" - - - -
20 1'-0" 2'-1" 3'-7" 5'-7" 8'-1" - - - - 2'-11" 4'-11" 6'-6" 8'-6" - - - - -
TO USE:
1. Select the page (10 or 11) that corresponds to the required product. 3. Follow across the row to the required joist spacing.
2. Select the row corresponding to the Roof Load and Truss Span needed. 4. The letter represents the required detail.
2'-0
"m 2'-0
ax. "m
2'-0" ax.
Roof Truss 9-1/2" LPI 20W 9-1/2" LPI 32W 11-7/8" LPI 20W 11-7/8" LPI 32W Truss Roof
Load Span (ft) 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" Span (ft) Load
22 A A A B/D A A A B/D A A A A A A A A 22
24 A A A B/D A A W B/D A A A A A A A A 24
26 A A B/D B/D A A B/D B/D A A A W A A A W 26
28 A A B/D B/D A A B/D B/D A A A W A A A W 28
30 A A B/D B/D A A B/D B/D A A A W A A A W 30
30 psf 32 A A B/D B/D A A B/D B/D A A A B/D A A A B/D 32 30 psf
34 A W B/D B/D A B/D B/D B/D A A A B/D A A A B/D 34
36 A B/D B/D B/D A B/D B/D B/D A A A B/D A A A B/D 36
38 A B/D B/D C A B/D B/D C A A W B/D A A W B/D 38
40 A B/D B/D C A B/D B/D C A A W B/D A A W B/D 40
42 A B/D B/D C A B/D B/D C A A W C A A W C 42
22 A A B/D B/D A A B/D B/D A A A W A A A W 22
24 A W B/D B/D A W B/D B/D A A A B/D A A A B/D 24
26 A B/D B/D B/D A B/D B/D B/D A A A B/D A A A B/D 26
28 A B/D B/D C A B/D B/D C A A W B/D A A W B/D 28
B: 23/32" OSB (OR EQUAL) REINFORCEMENT C: 23/32" OSB (OR EQUAL) REINFORCEMENT D: 1" OR 1-1/8" LP RIM BOARD
One Side Only Both Sides May be Substituted for Detail B
APA-Rated 23/32" OSB APA-Rated 23/32" OSB APA-Rated 23/32" OSB APA-Rated 23/32" OSB APA-Rated 23/32" OSB LP Rim Board
(or equal) closure or (or equal) reinforcement (or equal) closure or as (or equal) reinforcement (or equal) closure or reinforcement one
as required by code one side, 4'-0" long min. required by code both sides, 4'-0" long min. as required by code side, 4'-0" long min.
Attach reinforcement to top and Attach reinforcement to top and bottom flanges Attach reinforcement to top
bottom flanges with 8d nails at 6" oc with 8d nails at 6" oc both sides with nails staggered to avoid splitting and bottom flanges with 8d nails at 6" oc
Roof Truss 14" LPI 20W 14" LPI 32W 16" LPI 32W Truss Roof
Load Span (ft) 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" Span (ft) Load
22 A A A A A A A A A A A A 22
24 A A A A A A A A A A A A 24
26 A A A A A A A A A A A A 26
28 A A A A A A A A A A A A 28
30 A A A A A A A A A A A W 30
30 psf 32 A A A W A A A W A A A W 32 30 psf
34 A A A W A A A W A A A W 34
36 A A A W A A A W A A A W 36
38 A A A W A A A W A A A W 38
40 A A A W A A A W A A A W 40
42 A A A B/D A A A B/D A A W W 42
22 A A A A A A A A A A A W 22
24 A A A W A A A W A A A W 24
26 A A A W A A A W A A A W 26
28 A A A W A A A W A A A W 28
Reinforcing must
Construction adhesive is recommended
be same depth
between surfaces
6" m 6" m as I-Joist
Use construction adhesive between surfaces ax. ax.
Blocking panels are required at the bearing, but are not shown for clarity Blocking panels are required at the bearing, but are not shown for clarity
* NOTE: Pilot holes required when using screws
EXAMPLE 1:
I-Joist: 9-1/2" LPI 20W Allowable End Bearing = 950 lbs. W/out Stiffeners, 1230 lbs. With Stiffeners (page 14)
Design Loads: Floor: 40/10 psf Floor System: Joist Span = 11' Roof System: Roof Span = 22'
Roof: 20/10 psf Joist Overhang = 5" Roof Overhang = 1'
Wall: 80 plf Joist Spacing = 16"
FLR = (Joist Span / 2 + Joist Overhang / 12) * Design Floor Load * (Joist Spacing / 12)
= (11' / 2 + 5" / 12) * (40 psf + 10 psf) * (16" / 12)
= 394 lbs.
RLR = (Roof Span / 2 + Roof Overhang) * Design Roof Load * (Joist Spacing / 12)
= (22' / 2 + 1') * (20 psf + 10 psf) * (16" / 12)
= 480 lbs.
Since the Total Joist Reaction, 981 lbs., is greater than the End Bearing W/out Stiffeners, 950 lbs., but less than End Bearing With Stiffeners, 1230 lbs.,
this joist only requires the installation of web stiffeners at the bearing.
EXAMPLE 2:
I-Joist: 11-7/8" LPI 32W Allowable End Bearing = 1025 lbs. W/out Stiffeners, 1350 lbs. With Stiffeners (page 14)
Design Loads: Floor: 40/15 psf Floor System: Joist Span = 16' Roof System: Roof Span = 32'
Roof: 30/15 psf Joist Overhang = 5" Roof Overhang = 2'
Wall: 100 plf Joist Spacing = 24"
FLR = (Joist Span / 2 + Joist Overhang / 12) * Design Floor Load * (Joist Spacing / 12)
= (16' / 2 + 5" / 12) * (40 psf + 15 psf) * (24" / 12)
= 926 lbs.
RLR = (Roof Span / 2 + Roof Overhang) * Design Roof Load * (Joist Spacing / 12)
= (32' / 2 + 2') * (30 psf + 15 psf) * (24" / 12)
= 1620 lbs.
Since the Total Joist Reaction, 2746 lbs., is greater than the End Bearing With Stiffeners, 1350 lbs., this joist needs reinforcing.
The Full-Depth Reinforcing detail has a capacity of 3500 lbs. with 23/32" APA-Rated OSB (or Equal) attached to one side.
DESIGN VALUES
6 6
Reaction Capacity (lbs)
Weight Moment EI (x 10 ) K (x 10 ) Shear
Series Depth End Bearing (1-1/2" min.) Interior Bearing (3-1/2" min.)
(plf) (lb-ft) (lb-in2) (lb-ft/in) (lbs) W/out Stiffeners With Stiffeners W/out Stiffeners With Stiffeners
9-1/2" 2.6 2600 176 0.358 1230 950 1230 2000 2025
LPI 20W 11-7/8" 2.9 3406 300 0.438 1350 1025 1350 2350 2525
14" 3.1 4200 441 0.512 1620 1190 1620 2425 3490
9-1/2" 2.6 3195 243 0.213 1250 950 1250 2000 2025
11-7/8" 2.9 4275 406 0.267 1350 1025 1350 2350 2525
LPI 32W
14" 3.1 5255 589 0.313 1620 1190 1620 2500 3490
16" 3.3 6180 791 0.358 1800 1200 1800 2500 3700
NOTES:
1. Moment, Shear and Reaction Capacity values are for normal load duration and may be adjusted according to code.
2. When calculating deflection, both bending and shear deformation must be determined as follows:
4 2
For simple span, uniform load: = 22.5wL + wL Where: = deflection in inches EI = bending stiffness from table
El K w = uniform load in plf K = shear stiffness from table
L = design span in feet
3. The Moment capacity may be increased 7% for repetitive member applications.
4. These design values are based on the product being used in a dry, well ventilated environment where the moisture content will not exceed 16% such as
in most covered structures. These products are intended to resist the effects of moisture on structural performance from normal construction delays but are
not intended for permanent exposure to the weather.
RIM AND BLOCKING CAPACITY RIM AND BLOCKING NAIL SCHEDULE LPI 20W
Uniform Minimum Nail Distance
Series Nail Size 2-1/2"
Series Depth Load OC End
(plf) 8d (2-1/2") Box 2" 1"
LPI 20W
9-1/2" 1900 10d (3") & 12d (3-1/4") Box 2" 1"
&
LPI 20W 11-7/8" 1760 10d (3") & 12d (3-1/4") Common* 3" 1-1/2" 3/8" 9-1/2,"
LPI 32W
14" 1600 16d (3-1/2") Common 4" 4" 11-7/8"
9-1/2" 2200 *Includes 16d Sinker (3-1/4") or 14""
11-7/8" 2200
LPI 32W
14" 1600
16" 1500 1-1/2"
NOTES:
1. Lateral Load Capacity for all series above = 200 plf.
2. For LPI Rim or Blocking used for lateral load transfer, nail to bearing plate with same nail schedule as the deck-to-rim connection. LPI 32W
2-1/2"
3/8" 9-1/2,"
11-7/8",
WEB STIFFENER REQUIREMENTS 14"" or 16"
Minimum Maximum
Series Depth Nail Size* Nail Qty
Thickness Height
9-1/2" 23/32" 6-3/8" 8d (2-1/2") 3 1-1/2"
LPI 20W
11-7/8" 23/32" 8-3/4" 8d (2-1/2") 3
&
14" 23/32" 10-7/8" 8d (2-1/2") 3
LPI 32W
16" 23/32" 12-7/8" 8d (2-1/2") 3
* Nail Size is for common or box nails.
SIMPSON STRONG-TIE
Top-Mount Face-Mount 45 Skewed Rafter-To-Ridge Rafter-To-Plate
Series Depth
Single Double Single Double Single Single Single
9-1/2" ITT39.5 MIT39.5-2 IUT310 HU310-2* SUR/L310* LSSUH310* VPA3
LPI 20W 11-7/8" ITT311.88 MIT311.88-2 IUT312 HU312-2* SUR/L310* LSSUH310* VPA3
14" ITT314 MIT314-2 IUT314 HU314-2* SUR/L314* LSSUH310* VPA3
9-1/2" ITT39.5 MIT39.5-2 IUT310 HU310-2* SUR/L310* LSSUH310* VPA3
11-7/8" ITT311.88 MIT311.88-2 IUT312 HU312-2* SUR/L310* LSSUH310* VPA3
LPI 32W
14" ITT314 MIT314-2 IUT314 HU314-2* SUR/L314* LSSUH310* VPA3
16" ITT316 WPI316-2* IUT316 HU314-2* SUR/L314* LSSUH310* ** VPA3
The above connectors are manufactured by Simpson Strong-Tie Co., Inc.
To verify connector suitability for a particular application, refer to the current Simpson Strong-Tie Connector catalog.
GENERAL NOTES:
45 RAFTER- RAFTER-
* Web fillers required for proper TOP-MOUNT FACE-MOUNT
installation of hanger. SKEWED TO-RIDGE TO-PLATE
Refer to Engineered Wood
Product Guide for filler sizes.
EW6120BR 4/05