lp_i-joists_20-32 (1).pdf

7/30/2019 lp_i-joists_20-32 (1).pdf

1/16

LPI 20W/32W

Technical GuideFloor & Roof Applications

Floor Span Tables: Simple Span Applications 2

Floor Span Tables: Continuous Span Applications 3

Uniform Floor Load (PLF) Tables 4

Uniform Roof Load (PLF) Tables 5

Roof Span Tables: Low Slope (6:12 or less) 6

Roof Span Tables: High Slope (over 6:12 thru 12:12) 7

Web Hole Specifications: Circular Holes 8

Web Hole Specifications: Rectangular Holes 9

Load-Bearing Cantilever Tables: 9-1/2" & 11-7/8" 10

Load-Bearing Cantilever Tables: 14" & 16" 11

Brick-Ledge Cantilevers 12-13

Product Specifications & Design Values 14

Framing Connectors 15

Warranty Back Page

is guide must be used in conjunction with the Engineered Wood Product Guide.

7/30/2019 lp_i-joists_20-32 (1).pdf

2/162

Floor Span Tables: Simple Span Applications

2005 Louisiana-Pacific Corporation

Span

Simple (single)Span Application

40 PSF LIVE LOAD, 10 PSF DEAD LOAD

Series DepthL/480 L / 360

12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc

9-1/2" 17'-3" 15'-9" 15'-0" 14'-1" 19'-2" 17'-6" 16'-6" 14'-9"

LPI 20W 11-7/8" 20'-7" 18'-9" 17'-11" 16'-9" 22'-9" 20'-9" 18'-11" 16'-11"

14" 23'-5" 21'-4" 20'-4" 18'-10" 25'-10" 23'-1" 21'-0" 18'-10"

9-1/2" 18'-7" 16'-10" 15'-11" 14'-10" 20'-8" 18'-9" 17'-10" 16'-4"

LPI 32W11-7/8" 22'-1" 20'-0" 18'-11" 17'-7" 24'-6" 22'-3" 21'-1" 19'-0"

14" 25'-0" 22'-8" 21'-5" 19'-11" 27'-9" 25'-2" 23'-7" 21'-1"

16" 27'-7" 25'-0" 23'-8" 22'-0" 30'-8" 27'-10" 25'-7" 22'-10"

DESIGN ASSUMPTIONS:1. The spans listed are the clear distance between supports.2. The spans are based on uniform loads only.

3. These tables reflect the additional stiffness provided by the appropriate span-rated floorsheathing glued and nailed to the top flange of the joists.

4. Live load deflection has been limited to L/480 or L/360 as indicated in the tables above.5. Total deflection has been limited to L/240. Those spans that exceed 3/4" of total deflection

are shown in bold.6. A load sharing (repetitive member) increase has been applied. This increase is based

on the attachment of a proper deck to three or more joists, spaced no more than 24" oc.7. The spans are based on the minimum required bearings as listed on page 14.

ADDITIONAL NOTES:1. Web stiffeners are not required for any of the spans in the Simple Span tables. Web fillers are required

for joists seated in hangers that do not laterally support the top flange.2. L/360 is the minimum deflection criteria allowed per code, which allows the maximum amount of deflection

in the floor.3. These spans are not evaluated for vibration.4. Bridging, blocking, a direct-applied ceiling and/or bottom-flange bracing, though not required for vertical

load capacity, can improve floor vibration and bounce.

5. For conditions not shown, use the Uniform Floor Load (PLF) tables or contact your LP Engineered WoodProducts distributor for assistance.

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.

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 controlledby continuous span strength rather than simple span deflection.




9-1/2" 17'-3" 15'-9" 15'-0" 14'-1" 19'-2" 17'-3" 15'-9" 14'-1"

LPI 20W 11-7/8" 20'-7" 18'-9" 17'-11" 16'-1" 22'-9" 19'-9" 18'-0" 16'-1"

14" 23'-5" 21'-4" 20'-1" 17'-11" 25'-5" 22'-0" 20'-1" 17'-11"

9-1/2" 18'-7" 16'-10" 15'-11" 14'-10" 20'-8" 18'-9" 17'-6" 15'-7"

LPI 32W11-7/8" 22'-1" 20'-0" 18'-11" 17'-7" 24'-6" 22'-2" 20'-3" 18'-1"

14" 25'-0" 22'-8" 21'-5" 19'-9" 27'-9" 24'-7" 22'-5" 20'-1"

16" 27'-7" 25'-0" 23'-8" 21'-6" 30'-8" 26'-8" 24'-4" 21'-6"




9-1/2" 17'-3" 15'-9" 14'-6" 12'-11" 18'-4" 15'-10" 14'-6" 12'-11"

LPI 20W 11-7/8" 20'-7" 18'-2" 16'-7" 14'-10" 21'-0" 18'-2" 16'-7" 14'-10"

14" 23'-4" 20'-2" 18'-5" 16'-6" 23'-4" 20'-2" 18'-5" 16'-6"9-1/2" 18'-7" 16'-10" 15'-11" 14'-4" 20'-1" 17'-7" 16'-1" 14'-4"

LPI 32W11-7/8" 22'-1" 20'-0" 18'-7" 15'-6" 23'-7" 20'-5" 18'-7" 15'-6"

14" 25'-0" 22'-7" 20'-8" 16'-8" 26'-2" 22'-7" 20'-8" 18'-0"

16" 27'-7" 24'-6" 22'-5" 18'-2" 28'-4" 24'-6" 22'-5" 18'-2"

ACTUAL DEFLECTIONBASED 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".

7/30/2019 lp_i-joists_20-32 (1).pdf

3/16

40 PSF LIVE LOAD, 25 PSF DEAD LOAD @ L/480


3

Floor Span Tables: Continuous Span Applications


SpanSpan Span

Continuous (multiple)Span Application

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.

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 controlledby simple span deflection rather than continuous span strength.

DESIGN ASSUMPTIONS:1. The spans listed are the clear distance between supports.2. The spans are based on uniform loads only.3. These tables reflect the additional stiffness provided by the appropriate span-rated floor

sheathing glued and nailed to the top flange of the joists.4. Live load deflection has been limited to L/480.5. Total deflection has been limited to L/240. Those spans that exceed 3/4" of total deflection

are shown in bold.6. A load sharing (repetitive member) increase has been applied. This increase is based on

the attachment of a proper deck to three or more joists, spaced no more than 24" oc.

7. The spans are based on the minimum required bearings as listed on page 14.

ADDITIONAL NOTES:1. Web stiffeners are only required for the spans in the With Web Stiffeners section of each table.

A - indicates that there is no increase in span through the use of web stiffeners. Web fillers are requiredfor joists seated in hangers that do not laterally support the top flange.

2. The design of continuous spans is based on the longest span. The shortest span must not be less than50% of the longest span.

3. These spans are not evaluated for vibration.4. Bridging, blocking, a direct-applied ceiling and/or bottom-flange bracing, though not required for vertical

load capacity, can improve floor vibration and bounce.5. For conditions not shown, use the Uniform Floor Load (PLF) tables or contact your LP Engineered Wood

Products distributor for assistance.


Series DepthWithout Web Stiffeners With Web Stiffeners


9-1/2" 18'-10" 17'-2" 16'-4" 14'-8" - - - -

LPI 20W 11-7/8" 22'-5" 20'-5" 18'-10" 16'-10" - - - -

14" 25'-6" 23'-0" 20'-11" 18'-9" - - - -

9-1/2" 20'-2" 18'-3" 17'-3" 15'-8" - - - 15'-11"

LPI 32W11-7/8" 24'-0" 21'-9" 20'-6" 18'-6" - - - 18'-11"

14" 27'-10" 24'-7" 23'-3" 19'-8" - - - 21'-0"

16" 30'-10" 27'-11" 24'-8" 19'-8" - - 25'-6" 22'-9"



9-1/2" 18'-10" 17'-2" 15'-8" 14'-0" - - - -

LPI 20W 11-7/8" 22'-5" 19'-8" 17'-11" 16'-0" - - - -

14" 25'-4" 21'-11" 20'-0" 17'-4" - - - 17'-10"

9-1/2" 20'-2" 18'-3" 17'-3" 14'-3" - - - 14'-5"

LPI 32W11-7/8" 24'-0" 21'-9" 20'-2" 16'-9" - - - 18'-0"

14" 27'-10" 24'-6" 22'-4" 17'-10" - - - 20'-0"

16" 30'-9" 26'-7" 24'-5" 17'-10" - - 24'-3" 21'-8"



9-1/2" 18'-3" 15'-9" 14'-5" 12'-0" - - - 12'-2"

LPI 20W 11-7/8" 20'-11" 18'-1" 16'-6" 14'-2" - - - 14'-9"

14" 23'-3" 20'-1" 18'-4" 14'-7" - - - 16'-5"9-1/2" 20'-2" 17'-6" 15'-1" 12'-0" - - 15'-3" 12'-2"

LPI 32W11-7/8" 23'-6" 20'-4" 17'-9" 14'-2" - - 18'-6" 15'-3"

14" 26'-1" 22'-6" 18'-11" 15'-1" - - 20'-7" 18'-4"

16" 28'-3" 22'-9" 18'-11" 15'-1" - 24'-5" 22'-4" 19'-11"


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"


7/30/2019 lp_i-joists_20-32 (1).pdf

4/164

Uniform Floor Load (PLF) Tables


EXAMPLE:

Select an I-Joist for a 17'-6" clear span supporting 40 psf Live Load and 20 psf Dead Load,spaced 16" oc, at an L/480 deflection limit.

1. Design Total Load = (40 + 20) * (16 / 12) = 80 plfDesign 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

TO USE:

1. Select the span required.2. Compare the design total load to the Total Load column and compare the design live load

to either the L/480 or L/360 column as needed.3. Select a product that exceeds both the design total and live loads.

DESIGN ASSUMPTIONS:

1. Span is the clear distance between supports and is valid for simpleor continuous spans.

2. The values are based on uniform loads of standard duration.3. These tables assume that the joist is NOT a repetitive member, therefore load

sharing has not been applied. Also, the deflection values do not reflect anyadditional stiffness due to composite action.

4. Total deflection has been limited to L/ 240. Long term deflection (creep) has NOTbeen considered.

5. These tables assume full lateral support of the compression flange. Full supportis considered to be a maximum unbraced length of 24".

6. The values are based on the minimum required bearings as listed on page 14.

ADDITIONAL NOTES:

1. The values represent the capacity of the joist in pounds per lineal foot (plf) of length.2. The designer must check both the Total Load and the appropriate Live Load columns.3. To design for a double I-Joist, the values in these tables can be doubled, or the design loads on the joist may be halved to verify the

capacity of each ply. The capacity is additive.4. Web stiffeners arenotrequired for these spans and loads. Web fillersare required for joists seated in hangers that do not laterally

support the top flange.5. Where the Live Load is blank, the Total Load governs the design.6. Do not use a product where designated - without further analysis by a professional engineer.

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

Span

(ft)

Span

(ft)

8

9

10

11

12

13

14

15

16

17

1819

20

21

22

23

24

25

26

27

28

29

30

31

32

8

9

10

11

12

13

14

15

16

17

1819

20

21

22

23

24

25

26

27

28

29

30

31

32

Span

(ft)

Span

(ft)

14" LPI 20W 14" LPI 32W 16" LPI 32W

Live Load Total Live Load Total Live Load Total

L /480 L /360 Load L /480 L /360 Load L /480 L /360 Load

234 241 241

209 215 215

188 194 194

172 177 177

158 162 162

146 150 150

135 140 140

121 127 130 130

101 119 118 122 122

86 112 101 115 115

73 98 101 87 109 10963 84 91 76 101 103 99 103

54 73 82 66 88 98 86 98

47 63 74 58 77 93 76 94

41 55 68 51 68 85 67 89

36 49 62 45 61 78 60 80 85

32 43 57 40 54 71 53 71 82

29 38 52 36 48 66 47 63 77

26 34 48 32 43 61 43 57 71

23 31 45 29 39 56 38 51 66

21 28 42 26 35 52 35 46 62

18 25 37 24 32 48 31 42 57

17 22 34 21 29 43 29 38 54

15 20 31 19 26 39 26 35 50

- - - - - - 24 32 47

9-1/2" LPI 20W 9-1/2" LPI 32W 11-7/8" LPI 20W 11-7/8" LPI 32W

Live Load Total Live Load Total Live Load Total Live Load TotalL /480 L /360 Load L /480 L /360 Load L /480 L /360 Load L /480 L /360 Load

193 193 227 227

172 172 202 202

155 155 155 183 183

120 141 139 141 166 166

95 127 130 112 130 153 153

76 102 119 92 120 125 141 141

62 83 103 76 101 112 102 131 119 131

51 68 89 63 85 104 85 113 117 100 123

43 57 79 53 71 97 71 94 103 85 113 115

36 48 70 45 61 86 60 80 92 72 97 108

30 41 61 39 52 77 51 68 82 62 83 102

26 35 52 33 45 67 43 58 73 54 72 92

22 30 45 29 39 58 38 50 66 47 63 83

19 26 39 25 34 51 33 44 60 41 55 76

- - - - - - 28 38 55 36 48 69

- - - - - - 25 34 50 32 43 63

- - - - - - 22 30 45 28 38 57

PSF TO PLF CONVERSION TABLE

OC Spacing Load (psf)

(12") 20 25 30 35 40 45 50 55 60 65

16" 27 34 40 47 54 60 67 74 80 87

19.2" 32 40 48 56 64 72 80 88 96 104

24" 40 50 60 70 80 90 100 110 120 130

7/30/2019 lp_i-joists_20-32 (1).pdf

5/16 2005 Louisiana-Pacific Corporation5

ROOF SLOPE ADJUSTMENT FACTORS

Uniform Roof Load (PLF) Tables

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

Factor 1.014 1.031 1.054 1.083 1.118 1.158 1.202 1.250 1.302 1.357 1.414

9-1/2" LPI 20W 9-1/2" LPI 32W 11-7/8" LPI 20W 11-7/8" LPI 32WSpan

Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total LoadSpan

(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%

(ft)

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 1920 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

14" LPI 20W 14" LPI 32W 16" LPI 32WSpan

Live Load Total Load Live Load Total Load Live Load Total LoadSpan

(ft)L/240 Snow 115% Non-Snow 125% L/240 Snow 115% Non-Snow 125% L /240 Snow 115% Non-Snow 125%

(ft)

8 269 293 278 302 278 302 8

9 240 261 248 269 248 269 9

10 217 236 223 243 223 243 10

11 197 215 204 221 204 221 11

12 181 197 187 203 187 203 12

13 168 182 173 188 173 188 13

14 156 169 161 175 161 175 1415 146 158 150 163 150 163 15

16 137 149 141 153 141 153 16

17 129 140 133 144 133 144 17

18 116 126 125 136 125 136 18

19 104 113 119 129 119 129 19

20 94 102 113 123 113 123 20

21 85 93 107 116 108 117 21

22 83 78 85 103 98 106 103 112 22

23 73 71 77 91 89 97 98 107 23

24 65 65 71 81 82 89 94 103 24

25 58 60 66 72 76 82 95 89 97 25

26 52 56 61 65 70 76 86 82 89 26

27 46 52 56 58 65 70 77 76 83 27

28 42 48 52 53 60 66 70 71 77 28

29 37 45 49 48 56 61 63 66 72 29

30 34 42 45 43 52 57 58 62 67 30

31 31 39 41 39 49 53 52 58 63 31

32 28 37 38 36 46 48 48 54 59 32

EXAMPLE:

Select an I-Joist for a 12'-8" horizontal clear span supporting 45 psf Snow (Live) Loadand 15 psf Dead Load, spaced 24" oc, with a roof slope of 6:12.

1. Sloped Span = (12 + 8 / 12) * 1.118 = 14.16' use 15'

2. Design Total Load = (45 + 15) * (24 / 12) = 120 plfDesign Live Load = 45 * (24 / 12) = 90 plf

3. Select the row corresponding to a 15' span.

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 4require an 11-7/8" LPI 20W, which can support 113 plf Live Load @ L/360.

TO USE:

1. Select the span required. For roofs with a slope of 2:12 or greater, the horizontal span must bemultiplied by the appropriate slope adjustment factor from the table at the bottom of this page.

2. Compare the design total load to the appropriate Total Load column for Snow (115%) orNon-Snow (125%), and compare the design live load to the Live Load L/240 column.For live load deflection limits of L/360 or L/480, compare the design live load to the appropriateLive Load column from the Uniform Floor Load Tables on page 4.

3. Select a product that exceeds both the design total and live loads.

DESIGN ASSUMPTIONS:1. Span is the clear distance between supports, along the slope of the joist, and is valid for simple

or continuous spans.2. The values are based on uniform loads only.3. These tables assume that the joist is NOT a repetitive member, therefore load sharing has not been

applied. Also, the deflection values do not reflect any additional stiffness due to composite action.4. Total deflection has been limited to L/180. Long term deflection (creep) has NOT been considered.5. These tables assume full lateral support of the compression flange. Full support is considered to be

a maximum unbraced length of 24".

6. The values are based on the minimum required bearings as listed on page 14.

ADDITIONAL NOTES:1. The values represent the capacity of the joist in pounds per lineal foot (plf) of length.2. The designer must check the appropriate Total Load column and the Live Load column.3. For roofs with a slope of 2:12 or greater, the horizontal span must be multiplied by the appropriate slope

adjustment factor from the table at the bottom of this page.4. To design for a double I-Joist, the values in these tables can be doubled, or the design loads on the joist may

be halved to verify the capacity of each ply. The capacity is additive.5. Web stiffeners arenotrequired for these spans and loads. Web fillersare required for joists seated in hangers

that do not laterally support the top flange.

6. Where the Live Load is blank, the Total Load governs the design.7. To design for a live load limit of L/ 360 or L/480, use the Uniform Floor Load tables.8. Do not use a product where designated - without further analysis by a professional engineer.

7/30/2019 lp_i-joists_20-32 (1).pdf

6/16

Series Depth 16" oc 19.2" oc 24" oc

Roof Dead Load 15 psf 20 psf 15 psf 20 psf 15 psf 20 psf

9-1/2" 20'-9" 19'-9" 19'-6" 18'-7" 18'-1" 17'-2"

LPI 20W 11-7/8" 24'-10" 23'-8" 23'-4" 22'-3" 21'-7" 20'-6"

14" 28'-3" 26'-11" 26'-7" 25'-3" 24'-6" 22'-10"

9-1/2" 22'-10" 21'-9" 21'-5" 20'-5" 19'-10" 18'-10"

LPI 32W11-7/8" 27'-2" 25'-11" 25'-6" 24'-3" 23'-7" 22'-5"

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"

9-1/2" 19'-10" 19'-0" 18'-8" 17'-10" 17'-3" 16'-3"

LPI 20W 11-7/8" 23'-9" 22'-9" 22'-2" 20'-10" 19'-10" 18'-7"

14" 27'-0" 25'-4" 24'-8" 23'-2" 22'-0" 20'-8"

9-1/2" 21'-10" 20'-11" 20'-6" 19'-7" 18'-11" 18'-0"

LPI 32W11-7/8" 26'-0" 24'-11" 24'-5" 23'-4" 22'-3" 20'-10"

14" 29'-6" 28'-3" 27'-7" 25'-11" 24'-8" 23'-2"

16" 32'-7" 30'-10" 29'-11" 28'-1" 26'-9" 25'-1"

9-1/2" 19'-1" 18'-4" 17'-11" 17'-3" 16'-4" 15'-5"

LPI 20W 11-7/8" 22'-10" 21'-8" 20'-11" 19'-9" 18'-8" 17'-8"

14" 25'-6" 24'-1" 23'-3" 22'-0" 20'-10" 19'-8"

9-1/2" 21'-0" 20'-2" 19'-8" 18'-11" 18'-1" 17'-1"

LPI 32W11-7/8" 25'-0" 24'-0" 23'-5" 22'-2" 21'-0" 19'-10"

14" 28'-4" 27'-0" 26'-1" 24'-7" 23'-3" 22'-0"

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"

14" 23'-2" 22'-1" 21'-1" 20'-2" 18'-10" 18'-0"

9-1/2" 19'-7" 18'-11" 18'-4" 17'-6" 16'-5" 15'-0"

LPI 32W11-7/8" 23'-4" 22'-3" 21'-4" 20'-4" 19'-0" 17'-8"

14" 25'-11" 24'-9" 23'-8" 22'-6" 20'-7" 18'-10"

16" 28'-1" 26'-10" 25'-8" 23'-8" 20'-7" 18'-10"

9-1/2" 16'-9" 16'-1" 15'-3" 14'-8" 13'-7" 12'-10"

LPI 20W 11-7/8" 19'-2" 18'-5" 17'-6" 16'-9" 15'-7" 15'-0"

14" 21'-4" 20'-6" 19'-5" 18'-8" 16'-10" 15'-7"

9-1/2" 18'-6" 17'-10" 16'-11" 16'-1" 13'-10" 12'-10"

LPI 32W11-7/8" 21'-6" 20'-8" 19'-7" 18'-10" 16'-4" 15'-2"

14" 23'-11" 22'-11" 21'-9" 20'-3" 17'-5" 16'-1"

16" 25'-11" 24'-4" 21'-10" 20'-3" 17'-5" 16'-1"

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"

14" 19'-10" 19'-2" 18'-1" 17'-1" 14'-7" 13'-8"

9-1/2" 17'-4" 16'-8" 15'-0" 14'-1" 11'-11" 11'-2"

LPI 32W11-7/8" 20'-1" 19'-4" 17'-8" 16'-7" 14'-1" 13'-2"

14" 22'-3" 21'-3" 18'-10" 17'-8" 15'-0" 14'-1"

16" 22'-8" 21'-3" 18'-10" 17'-8" 15'-0" 14'-1"

6

Roof Span Tables: Low Slope (6:12 or less)


TO USE:

1. Select the appropriate set of tables based on roof slope.

2. Select the section of that table that corresponds to the designlive load and load duration.

3. Find a span that meets or exceeds the design span for theappropriate roof dead load (15 psf or 20 psf).

4. Read the corresponding joist, depth and spacing.

DESIGN ASSUMPTIONS:

1. The spans listed are the horizontal clear distance between supports.Refer to the diagram below.

2. The spans are based on uniform gravity loads only and havenotbeen evaluated for wind.

3. These tables do notreflect any additional stiffness provided bythe roof sheathing.

4. Live load deflection has been limited to L/240.

5. Total load deflection has been limited to L/180.

6. A load sharing (repetitive member) increase has been applied.This increase is based on the attachment of a proper deckto three or more joists, spaced no more than 24" oc.

7. The spans are based on the minimum required bearings as listedon page 14.

ADDITIONAL NOTES:

1. Web stiffeners arenotrequired for any of the spans listed in these

tables. Web stiffeners are required when using the birds mouthbearing detail. Web fillers are required for joists seated in hangersthat do not laterally support the top flange.

2. The design of continuous spans is based on the longest span.The shortest span must not be less than 50% of the longest span.

3. L/240 is the minimum deflection criteria allowed per code for roofjoists supporting non-plaster ceilings. Verify deflection limits withlocal code requirements.

4. Roof joists must have a minimum slope of 1/4" per foot (1/4:12)for positive drainage.

5. For conditions not shown, use the Uniform Roof Load (PLF) Tablesor contact your LP Engineered Wood Products distributor for assistance.

6. Roof applications in high wind areas require special analysis whichmay result in reduced spans and special connectors to resist uplift.



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"

20psf

125%

Non-

Snow

25psf

115%

Snow

30psf

115%

Snow

40

psf

115%

Snow

50psf

115%

Snow

60psf

115%

Snow

ROOF

LIVE

LOAD

Horizontal Span

12

Pitch

edSpa

n

ROOF JOIST SPAN

Rise

RoofSlope=R

ise:

12

7/30/2019 lp_i-joists_20-32 (1).pdf

7/16

Roof Span Tables: High Slope (over 6:12 thru 12:12)

2005 Louisiana-Pacific Corporation7



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"

Series Depth 16" oc 19.2" oc 24" oc

Roof Dead Load 15 psf 20 psf 15 psf 20 psf 15 psf 20 psf

9-1/2" 18'-6" 17'-7" 17'-5" 16'-6" 16'-2" 15'-3"

LPI 20W 11-7/8" 22'-2" 21'-0" 20'-10" 19'-9" 19'-4" 18'-3"

14" 25'-3" 23'-11" 23'-9" 22'-6" 22'-0" 20'-10"

9-1/2" 20'-6" 19'-4" 19'-2" 18'-2" 17'-9" 16'-9"

LPI 32W11-7/8" 24'-4" 23'-0" 22'-10" 21'-7" 21'-1" 20'-0"

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"

9-1/2" 17'-10" 17'-0" 16'-9" 15'-11" 15'-6" 14'-9"

LPI 20W 11-7/8" 21'-4" 20'-4" 20'-0" 19'-1" 18'-7" 17'-7"

14" 24'-3" 23'-1" 22'-10" 21'-9" 21'-0" 19'-6"

9-1/2" 19'-8" 18'-9" 18'-5" 17'-7" 17'-1" 16'-3"

LPI 32W11-7/8" 23'-5" 22'-3" 21'-11" 20'-10" 20'-3" 19'-3"

14" 26'-6" 25'-3" 24'-11" 23'-8" 23'-0" 21'-10"

16" 29'-3" 27'-10" 27'-6" 26'-2" 25'-5" 23'-8"

9-1/2" 17'-2" 16'-5" 16'-2" 15'-5" 15'-0" 14'-4"

LPI 20W 11-7/8" 20'-7" 19'-8" 19'-4" 18'-6" 17'-11" 16'-9"

14" 23'-5" 22'-5" 22'-0" 20'-10" 19'-11" 18'-8"

9-1/2" 19'-0" 18'-2" 17'-10" 17'-0" 16'-5" 15'-8"

LPI 32W11-7/8" 22'-7" 21'-7" 21'-2" 20'-3" 19'-7" 18'-8"

14" 25'-7" 24'-5" 24'-0" 22'-11" 22'-2" 20'-11"

16" 28'-3" 27'-0" 26'-6" 25'-4" 24'-2" 22'-8"

9-1/2" 16'-2" 15'-7" 15'-2" 14'-8" 14'-1" 13'-6"

LPI 20W 11-7/8" 19'-4" 18'-8" 18'-2" 17'-4" 16'-4" 15'-6"

14" 22'-0" 21'-1" 20'-4" 19'-3" 18'-2" 17'-3"

9-1/2" 17'-10" 17'-2" 16'-8" 16'-1" 15'-5" 14'-10"

LPI 32W11-7/8" 21'-2" 20'-5" 19'-11" 19'-1" 18'-4" 17'-1"

14" 24'-0" 23'-2" 22'-6" 21'-7" 20'-4" 19'-3"

16" 26'-7" 25'-7" 24'-9" 23'-5" 22'-1" 20'-0"

9-1/2" 15'-4" 14'-10" 14'-5" 13'-11" 13'-3" 12'-7"

LPI 20W 11-7/8" 18'-5" 17'-9" 17'-0" 16'-2" 15'-2" 14'-5"

14" 20'-8" 19'-9" 18'-10" 18'-0" 16'-10" 16'-1"

9-1/2" 16'-11" 16'-4" 15'-10" 15'-4" 14'-7" 13'-9"

LPI 32W11-7/8" 20'-1" 19'-5" 18'-10" 18'-2" 16'-4" 14'-10"

14" 22'-9" 22'-0" 21'-1" 20'-2" 18'-10" 17'-3"

16" 25'-1" 23'-11" 22'-11" 21'-10" 19'-0" 17'-5"

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"

14" 19'-4" 18'-7" 17'-8" 16'-11" 15'-9" 14'-10"

9-1/2" 16'-1" 15'-8" 15'-1" 14'-8" 13'-1" 12'-2"

LPI 32W11-7/8" 19'-2" 18'-7" 17'-10" 16'-6" 14'-4" 13'-2"

14" 21'-8" 20'-9" 19'-9" 18'-11" 16'-6" 15'-3"

16" 23'-6" 22'-7" 20'-8" 19'-3" 16'-6" 15'-4"

TO USE:

1. Select the appropriate set of tables based on roof slope.

2. Select the section of that table that corresponds to the designlive load and load duration.

3. Find a span that meets or exceeds the design span for theappropriate roof dead load (15 psf or 20 psf).

4. Read the corresponding joist, depth and spacing.

DESIGN ASSUMPTIONS:

1. The spans listed are the horizontal clear distance between supports.Refer to the diagram below.

2. The spans are based on uniform gravity loads only and havenotbeen evaluated for wind.

3. These tables do notreflect any additional stiffness provided bythe roof sheathing.

4. Live load deflection has been limited to L/240.

5. Total load deflection has been limited to L/180.

6. A load sharing (repetitive member) increase has been applied.This increase is based on the attachment of a proper deckto three or more joists, spaced no more than 24" oc.

7. The spans are based on the minimum required bearings as listedon page 14.

ADDITIONAL NOTES:

1. Web stiffeners arenotrequired for any of the spans listed in these

tables. Web stiffeners are required when using the birds mouthbearing detail. Web fillers are required for joists seated in hangersthat do not laterally support the top flange.

2. The design of continuous spans is based on the longest span.The shortest span must not be less than 50% of the longest span.

3. L/240 is the minimum deflection criteria allowed per code for roofjoists supporting non-plaster ceilings. Verify deflection limits withlocal code requirements.

4. Roof joists must have a minimum slope of 1/4" per foot (1/4:12)for positive drainage.

5. For conditions not shown, use the Uniform Roof Load (PLF) Tablesor contact your LP Engineered Wood Products distributor for assistance.

6. Roof applications in high wind areas require special analysis whichmay result in reduced spans and special connectors to resist uplift.

20psf

125%

Non-

Snow

25psf

115%

Snow

30psf

115%

Snow

40

psf

115%

Snow

50psf

115%

Snow

60psf

115%

Snow

ROOF

LIVE

LOAD

Horizontal Span

12

Pitch

edSpan

ROOF JOIST SPAN

Rise

RoofSlope=R

ise:

12

7/30/2019 lp_i-joists_20-32 (1).pdf

8/16

ROUND HOLES UP TO 40 PSF LIVE LOAD AND 25 PSF DEAD LOAD; UP TO 24" OC

8 2005 Louisiana-Pacific Corporation

Web Hole Specifications: Circular Holes

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.

Series Depth ClearDistance from End Support Distance from Interior or Cantilever-End Support

Span (ft)Hole Diameter Hole Diameter

2" 4" 6" 8" 10" 12" 14" 2" 4" 6" 8" 10" 12" 14"

DESIGN ASSUMPTIONS:1. The hole locations listed above are valid for floor joists supporting only uniform loads as follows:

For joists 16" deep and less, the total uniform load must not exceed 130 plf (e.g., 40 psf Live Load anda 25 psf Dead Load, spaced up to 24" oc). The uniform dead load must be at least 10 plf.

2. Hole location is measured from the inside face of bearing to the center of a circular hole, from theclosest support.

3. Clear Span has NOT been verified for these joists and is shown for informational purposes only! Verify thatthe joist selected will work for the span and loading conditions needed before checking hole location.

4. Maximum hole depth for circular holes is Joist Depth less 4", not to exceed 14", except the maximum holedepth is 6" for 9-1/2", and 8" for 11-7/8" LP I-Joists.5. Holes cannot be located in the span where designated - without further analysis by a professional engineer.

NOTES:1. CUT HOLES CAREFULLY! DO NOT OVERCUT HOLES! DO NOT CUT JOIST FLANGES!2. Holes may be placed anywhere within the depth of the joist. A minimum 1/4" clear distance is required

between the hole and the flanges.3. Round holes up to 1-1/2" diameter may be placed anywhere in the web.4. Perforated knockouts may be neglected when locating web holes.5. Holes larger than 1-1/2" are not permitted in cantilevers without special engineering.

6. Multiple holes must have a clear separation along the length of the joist of at least twice the length

of the larger adjacent hole, or a minimum of 12" center-to-center, whichever is greater.7. Multiple holes may be spaced closer provided they fit within the boundary of an acceptable larger hole.

Example: two 3" round holes aligned parallel to the joist length may be spaced 2" apart (clear distance)provided that a 3" high by 8" long rectangle or an 8" diameter round hole are acceptable for the joistdepth at that location and completely encompass the holes.

8. Not all series are available in all depths. Check availability with a local LP Engineered WoodProducts distributor.

9. Locating holes in joists with spans exceeding those in the tables or larger holes, greater uniform loadsor non-uniform loads, and closer proximity to supports and other holes may be possible with analysisusing LPs design software. Please contact your local LP Engineered Wood Products distributor formore information.

6 1'-0" 1'-0" 1'-6" - - - - 1'-0" 1'-0" 1'-6" - - - -LPI 20W

9-1/2"10 1'-0" 1'-0" 1'-6" - - - - 1'-0" 1'-0" 1'-6" - - - -

&14 1'-0" 1'-0" 1'-6" - - - - 1'-0" 1'-8" 3'-5" - - - -

LPI 32W18 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

11-7/8"10 1'-0" 1'-0" 1'-6" 2'-0" - - - 1'-0" 1'-0" 1'-6" 2'-0" - - -

&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

14"12 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" - - 1'-0" 1'-0" 1'-6" 2'-0" 2'-8" - -

&16 1'-0" 1'-0" 1'-6" 2'-1" 3'-8" - - 1'-0" 1'-11" 3'-2" 4'-4" 5'-7" - -

LPI 32W20 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" -

16"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 32W16 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" -

Up to a 1-1/2" diameter holeallowed anywhere in the web.Closest spacing 12" oc.

Diameter

Closest distance (x) to center of circular hole

FROM EITHER SUPPORT

Uncut length of web between adjacent holesmust be at least twice the length of the larger hole

or 12" center-to-center, whichever is larger.

Closest distance (x) to center of circular hole

FROM EITHER SUPPORT

END SUPPORT INTERIOR OR CANTILEVER-END SUPPORT

7/30/2019 lp_i-joists_20-32 (1).pdf

9/16

RECTANGULAR HOLES UP TO 40 PSF LIVE LOAD AND 25 PSF DEAD LOAD; UP TO 24" OC

Web Hole Specifications: Rectangular Holes


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.

DESIGN ASSUMPTIONS:1. The hole locations listed above are valid for floor joists supporting only uniform loads as follows:

For joists 16" deep and less, the total uniform load must not exceed 130 plf (e.g., 40 psf Live Load anda 25 psf Dead Load, spaced up to 24" oc). The uniform dead load must be at least 10 plf.

2. Hole location is measured from the inside face of bearing to the nearest edge of a rectangular hole, from theclosest support.

3. Clear Span has NOT been verified for these joists and is shown for informational purposes only! Verify thatthe joist selected will work for the span and loading conditions needed before checking hole location.

4. Maximum hole depth for rectangular holes is Joist Depth less 4", not to exceed 14", except the maximum holedepth is 6" for 9-1/2", and 8" for 11-7/8" LP I-Joists. Maximum hole width for rectangular holes is 18". Wherethe Maximum Hole Dimension for rectangular holes exceeds the maximum hole depth, the dimension refers tohole width, and the hole depth is assumed to be the maximum for that joist depth.

5. Holes cannot be located in the span where designated - without further analysis by a professional engineer.

NOTES:1. CUT HOLES CAREFULLY! DO NOT OVERCUT HOLES! DO NOT CUT JOIST FLANGES!2. Holes may be placed anywhere within the depth of the joist. A minimum 1/4" clear distance is required

between the hole and the flanges.3. Round holes up to 1-1/2" diameter may be placed anywhere in the web.4. Perforated knockouts may be neglected when locating web holes.

5. Holes larger than 1-1/2" are not permitted in cantilevers without special engineering.6. Multiple holes must have a clear separation along the length of the joist of at least twice the length

of the larger adjacent hole, or a minimum of 12" center-to-center, whichever is greater.7. Multiple holes may be spaced closer provided they fit within the boundary of an acceptable larger hole.

Example: two 3" round holes aligned parallel to the joist length may be spaced 2" apart (clear distance)provided that a 3" high by 8" long rectangle or an 8" diameter round hole are acceptable for the joistdepth at that location and completely encompass the holes.

8. Not all series are available in all depths. Check availability with a local LP Engineered WoodProducts distributor.

9. Locating holes in joists with spans exceeding those in the tables or larger holes, greater uniform loadsor non-uniform loads, and closer proximity to supports and other holes may be possible with analysisusing LPs design software. Please contact your local LP Engineered Wood Products distributor formore information.

Depth

Closest distance (x) to edge of rectangular hole

FROM EITHER SUPPORT

Closest distance (x) to edge of rectangular hole

FROM EITHER SUPPORT

END SUPPORT INTERIOR OR CANTILEVER-END SUPPORT

Width

Uncut length of web between adjacent holesmust be at least twice the length of the larger hole

or 12" center-to-center, whichever is larger.

Series Depth ClearDistance from End Support Distance from Interior or Cantilever-End Support

Span (ft)Maximum Hole Dimension: Depth or Width Maximum Hole Dimension: Depth or Width

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

9-1/2"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" - - - -

&14 1'-10" 3'-3" 5'-4" 5'-8" 6'-5" 6'-9" - - - 3'-10" 5'-3" - - - - - - -

LPI 32W18 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

11-7/8"10 1'-0" 1'-0" 1'-10" 3'-4" 3'-10" 4'-4" 4'-10" - - 1'-0" 1'-11" 3'-3" 4'-9" - - - - -

&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

14"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" - - - -

&16 1'-0" 1'-0" 2'-1" 4'-1" 6'-6" 7'-4" - - - 1'-0" 2'-4" 4'-4" 6'-5" - - - - -

LPI 32W20 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" - - -

16"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 32W16 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" - - - - -

7/30/2019 lp_i-joists_20-32 (1).pdf

10/1610

Load-Bearing Cantilever Tables: 9-1/2" & 11-7/8"


TO USE:

1. Select the page (10 or 11) that corresponds to the required product.

2. Select the row corresponding to the Roof Load and Truss Span needed.

DESIGN ASSUMPTIONS:1. These tables are valid for joists selected from the Floor Span Tables in this design guide.2. The floor design loads mustnotexceed 40 psf Live and 25 psf Dead Load.

3. The maximum cantilever length is 2' (the amount of overhang).4. The wall load is assumed to be 100 plf.

5. Roof Load is the Total Load (Live plus Dead) on the roof trusses.6. Truss Span is the out-to-out distance of the truss bearing walls as shown above.

7. A maximum overhang of 2' is allowed for the trusses.

ADDITIONAL NOTES:1. The reinforcement (when required) must match the depth of the I-Joist.2. Where designated B/D, either detail (B or D) is valid.3. The closure at the end of the cantilever must be a minimum of 23/32" APA-Rated OSB (or equal).

Certain codes may require a thicker pr oduct for lateral load transfer.

4. For short cantilevers up to 6" long, use the Brick-Ledge Cantilever Tables on page 12.5. For conditions not shown, use LPs design software or contact your LP Engineered Wood Products

distributor for assistance.

6. Do not use a product where designated - without further analysis by a professional engineer.

Roof Truss Span

2'-0"

2'-0"

2'-0"max.

APA-Rated 23/32" OSB(or equal) closure oras required by code

LPIblocking

2'-0"max.

APA-Rated 23/32" OSB(or equal) closure oras required by code

LPIblocking

A: NO REINFORCEMENT REQUIRED W: WEB STIFFENERS ONLY

3. Follow across the row to the required joist spacing.

4. The letter represents the required detail.

Roof Truss 9-1/2" LPI 20W 9-1/2" LPI 32W 11-7/8" LPI 20W 11-7/8" LPI 32W Truss RoofLoad 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



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


42 A B/D B/D C A B/D B/D C A A W C A A W C 42


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



40 psf 32 A B/D B/D C A B/D B/D C A A W C A A W C 32 40 psf34 A B/D B/D - A B/D B/D C A A B/D C A A B/D C 34

36 A B/D C - A B/D C - A W B/D C A W B/D C 36

38 W B/D C - B/D B/D C - A W B/D C A W B/D C 38

40 B/D B/D C - B/D B/D C - A W C - A W C - 40

42 B/D B/D C - B/D B/D C - A B/D C - A B/D C - 42



26 A B/D B/D C A B/D B/D C A A B/D C A A B/D C 26

28 A B/D C - A B/D C - A W B/D C A W B/D C 28

30 W B/D C - B/D B/D C - A W B/D - A W B/D - 30

50 psf 32 B/D B/D C - B/D B/D C - A W C - A W C - 32 50 psf


36 B/D C - - B/D C - - A B/D C - A B/D C - 36

38 B/D C - - B/D C - - A B/D C - A B/D C - 38

40 B/D C - - B/D C - - W C - - W C - - 40

42 B/D C - - B/D C - - W C - - W C - - 42

22 A B/D B/D - A B/D B/D - A W B/D C A W B/D C 22

24 W B/D C - B/D B/D C - A W B/D C A W B/D C 24

26 B/D B/D C - B/D B/D C - A W C - A W C - 26


30 B/D C - - B/D C - - A B/D C - A B/D C - 30

60 psf 32 B/D C - - B/D C - - W C C - W C C - 32 60 psf

34 B/D C - - B/D C - - W C - - W C - - 34

36 B/D C - - B/D C - - W C - - W C - - 36

38 B/D - - - B/D - - - W C - - W C - - 38

40 B/D - - - B/D - - - B/D C - - B/D C - - 40

42 C - - - C - - - B/D - - - B/D - - - 42

ROO

FTRUSSSPANWITH2'OVERHANG

7/30/2019 lp_i-joists_20-32 (1).pdf

11/1611

Load-Bearing Cantilever Tables: 14" & 16"


LPIblocking

2'-0"max.

APA-Rated 23/32" OSB(or equal) reinforcement

one side, 4'-0" long min.

Attach reinforcement to top andbottom flanges with 8d nails at 6" oc

2'-0"min.

APA-Rated 23/32" OSB(or equal) reinforcement

both sides, 4'-0" long min.

LPIblocking

2'-0"max.2'-0"min.

APA-Rated 23/32" OSB(or equal) closure or as

required by code

Attach reinforcement to top and bottom flangeswith 8d nails at 6" oc both sides with nails staggered to avoid splitting

LP Rim Boardreinforcement one

side, 4'-0" long min.

LPIblocking

2'-0"max.2'-0"min.

Attach reinforcement to topand bottom flanges with 8d nails at 6" oc

APA-Rated 23/32" OSB(or equal) closure or

as required by code

APA-Rated 23/32" OSB(or equal) closure or

as required by code

B: 23/32" OSB (OR EQUAL) REINFORCEMENTOne Side Only

C: 23/32" OSB (OR EQUAL) REINFORCEMENTBoth Sides

D: 1" OR 1-1/8" LP RIM BOARDMay be Substituted for Detail B

ROO

FTRUSSSPANWITH2'OVERHANG

Roof Truss 14" LPI 20W 14" LPI 32W 16" LPI 32W Truss RoofLoad Span (ft) 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" Sp an (ft ) Lo ad

22 A A A A A A A A A A A A 22




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




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




30 A A A W A A A W A A W W 30

40 psf 32 A A W B/D A A W B/D A A W B/D 32 40 psf34 A A W B/D A A W B/D A A W B/D 34

36 A A W B/D A A W B/D A A W B/D 36

38 A A W C A A W C A A W B/D 38

40 A A W C A A W C A W W B/D 40

42 A W B/D C A W B/D C A W W B/D 42


24 A A A B/D A A A B/D A A W W 24




50 psf 32 A A W C A A W C A W W B/D 32 50 psf

34 A W B/D C A W B/D C A W W C 34

36 A W B/D C A W B/D C A W B/D C 36

38 A W B/D - A W B/D - A W B/D - 38

40 A W C - A W C - A W B/D - 40

42 A W C - A W C - A W B/D - 42



26 A A W C A A W C A W W B/D 26

28 A W B/D C A W B/D C A W B/D C 28

30 A W B/D - A W B/D - A W B/D - 30

60 psf 32 A W C - A W C - A W B/D - 32 60 psf

34 A W C - A W C - A W B/D - 34

36 A B/D C - A B/D C - A B/D C - 36

38 A B/D C - A B/D C - W B/D C - 38

40 W C - - W C - - W B/D - - 40

42 W C - - W C - - W B/D - - 42

DESIGN ASSUMPTIONS:1. These tables are valid for joists selected from the Floor Span Tables in this design guide.2. The floor design loads mustnotexceed 40 psf Live and 25 psf Dead Load.

3. The maximum cantilever length is 2' (the amount of overhang).4. The wall load is assumed to be 100 plf.

5. Roof Load is the Total Load (Live plus Dead) on the roof trusses.6. Truss Span is the out-to-out distance of the truss bearing walls as shown on page 10.

7. A maximum overhang of 2' is allowed for the trusses.

ADDITIONAL NOTES:1. The reinforcement (when required) must match the depth of the I-Joist.2. Where designated B/D, either detail (B or D) is valid.3. The closure at the end of the cantilever must be a minimum of 23/32" APA-Rated OSB (or equal).

Certain codes may require a thicker product for lateral load transfer.

4. For short cantilevers up to 6" long, use the Brick-Ledge Cantilever Tables on page 12.5. For conditions not shown, use LPs design software or contact your LP Engineered Wood Products

distributor for assistance.

6. Do not use a product where designated - without further analysis by a professional engineer.

7/30/2019 lp_i-joists_20-32 (1).pdf

12/1612

Brick-Ledge Cantilevers


LP Rim Board orLPI blocking panel between I-Joists

Closure and/orflashing may be

required per localbuilding code

Full depth reinforcing

Web filler reinforcing

Provide vapor barrier/house wrapper local building code

Wall framing sheathing air gap

No reinforcing

Total Joist Reaction

Calculation

LP I-Joists can cantilever up to 6" to support a

load-bearing wall over a brick finish. Depending

on the Total Joist Reaction (TJR), the joists may

require reinforcement. If the TJR is less than the

End Bearing W/out Stiffeners (page 14), then no

reinforcement is required. If the TJR is greater

than the End Bearing W/out Stiffeners, but less

than the End Bearing With Stiffeners, then web

stiffeners must be installed at the bearing.

Otherwise, one of the reinforcing details from

below must be used.

Total Joist Reaction, TJR = FLR + WLR + RLR

Where: FLR = Floor Load Reaction

WLR = Wall Load Reaction

RLR = Roof Load Reaction,including any other floor,

ceiling or attic loads imposed

on wall

Blocking panels are required at the bearing, but are not shown for clarity* NOTE: Pilot holes required when using screws

Blocking panels are required at the bearing, but are not shown for clarity

WEB FILLER REINFORCING

23/32" APA-Rated OSB(or equal) fillers (both sides)

6"max.

Nail web filler with two rows of 3-10dor 12d box or equivalent gun nail, clinched

Use construction adhesive between surfaces

12"min.Leave

1/8" gap

For 14" and 16" I-Joists, web filler

(both sides) and OSB or plywoodreinforcing are required.(See left.)

Nail or screw reinforcing with3-6d or 8d box nails or 6 x 1-1/2"wood screws into both flanges*

Reinforcing mustbe same depth

as I-Joist

Construction adhesive is recommendedbetween surfaces

2" min. fromI-Joist end

6"max.

23/32"reinforcing-12"min.

1"reinforcing-18"min.

FULL-DEPTH REINFORCINGOne Side

SeriesWeb Filler Thickness Reaction Capacity

(in) (lbs)

LPI 20W 23/32" APA-Rated OSB (or Equal) 2600

LPI 32W 23/32" APA-Rated OSB (or Equal) 2600

SeriesReaction Capacity (lbs)

23/32 " APA -Rated O SB ( or E qu al ) 1 " or 1 -1 /8 " LP R im Board

LPI 20W 3500 3800

LPI 32W 3500 3800

7/30/2019 lp_i-joists_20-32 (1).pdf

13/16

EXAMPLE 1:

Brick-Ledge Cantilevers


I-Joist: 9-1/2" LPI20W 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.

WLR = Design Wall Load * (Joist Spacing / 12)

= 80 plf * (16" / 12)

= 107 lbs.

RLR = (Roof Span / 2 + Roof Overhang) * Design Roof Load * (Joist Spacing / 12)

= (22' / 2 + 1') * (20 psf + 10 psf) * (16" / 12)

= 480 lbs.

TJR = 394 + 107 + 480

= 981 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.

WLR = Design Wall Load * (Joist Spacing / 12)

= 100 plf * (24" / 12)

= 200 lbs.

RLR = (Roof Span / 2 + Roof Overhang) * Design Roof Load * (Joist Spacing / 12)

= (32' / 2 + 2') * (30 psf + 15 psf) * (24" / 12)

= 1620 lbs.

TJR = 926 + 200 + 1620

= 2746 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.

7/30/2019 lp_i-joists_20-32 (1).pdf

14/1614 2005 Louisiana-Pacific Corporation

Product Specifications & Design Values

* Nail Size is for common or box nails.

RIM AND BLOCKING CAPACITY

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.

Uniform

Depth Load

(plf)

9-1/2" 1900

11-7/8" 1760

14" 1600

9-1/2" 2200

11-7/8" 2200

14" 1600

16" 1500

Series

LPI 20W

LPI 32W

RIM AND BLOCKING NAIL SCHEDULE

Series

LPI 20W

&

LPI 32W

LPI 20W

LPI 32W

2-1/2"

9-1/2,"

11-7/8"

or 14""

3/8"

1-1/2"

2-1/2"

9-1/2,"

11-7/8",

14"" or 16"

3/8"

1-1/2"

*Includes 16d Sinker (3-1/4")

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:

For simple span, uniform load: = + Where: = deflection in inches EI= bending sti ffness from table

w = uni for m load i n p lf K = shear s ti ffness f rom tab leL = 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 arenot intended for permanent exposure to the weather.

22.5wL4

wL2

El K

DESIGN VALUES

Series

LPI 20W

LPI 32W

Weight Moment EI (x 106) K (x 10

6) Shear

Reaction Capacity (lbs)

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

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

14" 3.1 5255 589 0.313 1620 1190 1620 2500 349016" 3.3 6180 791 0.358 1800 1200 1800 2500 3700

Nail SizeMinimum Nail Distance

OC End

8d (2-1/2") Box 2" 1"

10d (3") & 12d (3-1/4") Box 2" 1"

10d (3") & 12d (3-1/4") Common* 3" 1-1/2"

16d (3-1/2") Common 4" 4"

WEB STIFFENER REQUIREMENTS

DepthMinimum Maximum

Nail Size* Nail QtyThickness Height

9-1/2" 23/32" 6-3/8" 8d (2-1/2") 3

11-7/8" 23/32" 8-3/4" 8d (2-1/2") 3

14" 23/32" 10-7/8" 8d (2-1/2") 3

16" 23/32" 12-7/8" 8d (2-1/2") 3

Series

LPI 20W

&

LPI 32W

NOTES:1. Web stiffeners, when required, must be installed

in pairs one to each side of the web. Webstiffeners are always required for the BirdsMouth roof bearing detail.

2. Web stiffeners should be cut to fit between theflanges of the I-Joist, leaving a minimum 1/8"gap (1" maximum). At bearing locations, thestiffeners should be installed tight to the bottom

flange with the gap to the top flange. At locationsof concentrated loads, the stiffeners should beinstalled tight to the top flange with the gap tothe bottom flange.

3. Web stiffeners should be cut from APA-Rated OSB(or equal). 2X lumber is permissible. Do NOT use1X lumber as it tends to split.

4. Web stiffeners should be the same width as thebearing surface, with a minimum of 3-1/2".

5. See Web Stiffener Requirements table above forminimum stiffener thickness, maximum stiffenerheight and required nailing.

End support

min. 1-1/2" bearing

Intermediate support

min. 3-1/2" bearing

Nails to be equallyspaced, staggered and driven

alternately from each face.Clinch nails where possible.

1/8" min. gap

1/8" min. gap1/8" min. gap

1/8" min. gapConcentrated load

WEB STIFFENER REQUIREMENTS

7/30/2019 lp_i-joists_20-32 (1).pdf

15/16 2005 Louisiana-Pacific Corporation15

TOP-MOUNT FACE-MOUNT45 RAFTER- RAFTER-

SKEWED TO-RIDGE TO-PLATE

Framing Connectors

Series DepthTop-Mount Face-Mount 45 Skewed Rafter-To-Ridge Rafter-To-Plate

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* VPA3LPI 32W

14" ITT314 MIT314-2 IUT314 HU314-2* SUR/L314* LSSUH310* VPA3

16" ITT316 WPI316-2* IUT316 HU314-2* SUR/L314* LSSUH310* ** VPA3

Series DepthTop-Mount Face-Mount 45 Skewed Rafter-To-Ridge Rafter-To-Plate

Single Double Single Double Single Single Single

9-1/2" THO25950 THO25950-2* THF25925 THF25925-2* SKH310R/L* TMU25* TMP25 or TMPH25*

LPI 20W 11-7/8" THO25118 THO25118-2* THF25112 THF25112-2* SKH312R/L* TMU25* TMP25 or TMPH25*

14" THO25140 THO25140-2* THF25140 THF25140-2* SKH312R/L* TMU25* TMP25 or TMPH25*

9-1/2" THO25950 THO25950-2* THF25925 THF25925-2* SKH310R/L* TMU25* TMP25 or TMPH25*

11-7/8" THO25118 THO25118-2* THF25112 THF25112-2* SKH312R/L* TMU25* TMP25 or TMPH25*LPI 32W

14" THO25140 THO25140-2* THF25140 THF25140-2* SKH312R/L* TMU25* TMP25 or TMPH25*

16" THO25160 THO25160-2* THF25160 THF25160-2* SKH312R/L* TMU25* ** TMP25 or TMPH25*

USP LUMBER CONNECTORS

The above connectors are manufactured by Simpson Strong-Tie Co., Inc.To verify connector suitability for a particular application, refer to the current Simpson St rong-Tie Connector catalog.

The above connectors are manufactured by USP (United Steel Products Company).To verify connector suitability for a particular application, refer to the current USP Lumber Connectors catalog.

GENERAL NOTES:

* Web fillers required for properinstallation of hanger.Refer to Engineered WoodProduct Guide for filler sizes.

** Hanger is less than 60% of joistdepth. Additional rotationresistance is required.Refer to the appropriate hangermanufacturers catalog for details.

SIMPSON STRONG-TIE

7/30/2019 lp_i-joists_20-32 (1).pdf

16/16

LP is a registered trademark of Louisiana-Pacific Corporation. 2005

Louisiana-Pacific Corporation. All rights reserved. Printed in USA. MW 10M

Specifications (details) subject to change without notice.

EW6120BR 4/05

For more information on the full line of

LP Engineered Wood Products or the nearest

distributor, please contact 1.800.999.9105

or e-mail [email protected].

Visit our web site at www.lpcorp.com .

LP Engineered Wood Products are manufactured at different locations

in the United States and Canada. Please verify availability with the LP

Engineered Wood Products distributor in your area before specifying

these products.

Warranty

lp_i-joists_20-32 (1).pdf

Documents

Transcript of lp_i-joists_20-32 (1).pdf