lpi 56 tech guide - parr lumber | go where the builders go i-joists 56 series.pdfrim and blocking...

Product Specifications & Design Values 2

Floor Span Tables 3

Uniform Floor Load (PLF) Tables: Simple Spans 4

Uniform Floor Load (PLF) Tables: Continuous Spans 5

Uniform Roof Load (PLF) Tables: Simple Spans 6

Uniform Roof Load (PLF) Tables: Continuous Spans 7

Web Hole Specifications: Circular Holes 8

Web Hole Specifications: Rectangular Holes 9

LP OSB Rim Board 10

Warranty 11

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

LPI® 56Technical Guide

Floor & Roof Applications

32283_UStechGuide.qxd 2/3/06 6:18 PM

RIM AND BLOCKING CAPACITY

DESIGN VALUES

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: Δ = + Where: Δ = deflection in inches EI = bending stiffness from tablew = uniform load in plf K = shear stiffness from tableL = design span in feet

3. The Moment capacity shall not be increased by any code-allowed repetitive member use factor.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 fromnormal construction delays but are not intended for permanent exposure to the weather.

22.5wL4 wL2

El K

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.

* Nail Size is for common or box nails.

Weight Moment EI (x 106) K (x 106) ShearReaction Capacity (lbs)

Depth End Bearing Interior Bearing (3-1/2" min.)

(plf) (lb-ft) (lb-in2) (lb-ft/in) (lbs) W/out Stiffeners With Stiffeners Min. Bearing W/out Stiffeners With Stiffeners

11-7/8" 4.50 10170 668 0.549 1940 1400 1840 1-3/4" 3800 4000

14" 4.75 12250 968 0.641 2241 1400 1840 1-3/4" 3800 4000

16" 5.00 14205 1301 0.729 2581 1400 1840 1-3/4" 3800 4000

18" 5.25 16010 1684 0.817 2921 1700 2303 2-1/2" 3800 5000

20" 5.50 17800 2115 0.905 3261 1700 2449 2-1/2" 3800 5000

22" 5.75 19575 2597 0.993 3601 1700 2595 2-1/2" 3800 5000

24" 6.00 21340 3127 1.081 3856 1700 2704 2-1/2" 3800 5000

Series

LPI 56

DepthUniform Load

(plf)

11-7/8" 2400

14" 2200

16" 1900

18" 1700

20" 1580

22" 1300

24" 1100

Series

LPI 56

RIM AND BLOCKING NAIL SCHEDULE

Series

LPI 56

Minimum Nail DistanceNail Size

OC End

8d (2-1/2") Box 2-1/2" 4"

10d (3") & 12d (3-1/4”) Box 3" 4"

10d (3") & 12d (3-1/4”) Common* 3" 4"

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

Depth Minimum Maximum Nail Size* Nail QtyThickness Height

11-7/8" 1-1/2" 8-3/4" 10d (3") 4

14" 1-1/2" 10-7/8" 10d (3") 5

16" 1-1/2" 12-7/8" 10d (3") 6

18" 1-1/2" 14-7/8" 10d (3") 7

20" 1-1/2" 16-7/8" 10d (3") 8

22" 1-1/2" 18-7/8" 10d (3") 9

24" 1-1/2" 20-7/8" 10d (3") 10

Series

LPI 56

2© 2006 Louisiana-Pacific Corporation

Product Specifications & Design Values

LPI 56

3-1/2"

11-7/8",14", 16", 18", 20",22" or 24"

7/16"

1-1/2"

End support min. 1-3/4" bearing

Intermediate support min. 3-1/2" bearing

Nails to be equally spaced, staggered and driven

alternately from each face. Clinch nails where possible.

1/8" min. gap

1/8" min. gap1/8" min. gap1/8" min. gapConcentrated load

WEB STIFFENER REQUIREMENTS NOTES:1. Web stiffeners, when required, must be installed in pairs – one to each side of the

web. Web stiffeners are always required for the “Bird’s Mouth” roof bearing detail.2. Web stiffeners should be cut to fit between the flanges of the I-Joist, leaving a

minimum 1/8" gap (1" maximum). At bearing locations, the stiffeners should beinstalled tight to the bottom flange with the gap to the top flange. At locations ofconcentrated loads, the stiffeners should be installed tight to the top flange withthe gap to the bottom flange.

3. Web stiffeners should be cut from APA-Rated OSB (or equal). 2X lumber ispermissible. Do NOT use 1x lumber as it tends to split.

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

5. See Web Stiffener Requirements table above for minimum stiffener thickness,maximum stiffener height and required nailing.

WEB STIFFENER REQUIREMENTS

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


SIMPLE SPAN TABLES

3 © 2006 Louisiana-Pacific Corporation

Floor Span Tables

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 23/32” OSB APA-Rated

Sheathing (48/24) or APA-Rated Sturd-I-Floor (24" oc), or equivalent, glued and nailedto the top flange of the joists.

4. Live load deflection has been limited to L /480 or L /360 as indicated in the tablesabove (L /480 only for continuous spans).

5. Total deflection has been limited to L /240. Those spans that exceed 3/4" of totaldeflection are shown in bold.

6. The spans are based on the minimum required bearings as listed on page 2.

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

required for the Continuous Span tables in the “With Web Stiffeners” section. A “-” indicates that there is noincrease in span through the use of web stiffeners. Web fillers are required for joists seated in hangers thatdo not laterally support the top flange.

2. L /360 is the minimum deflection criteria allowed per code, which allows the maximum amount of deflectionin the floor.

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

4. These spans are not evaluated for vibration.5. Bridging, blocking, a direct-applied ceiling and/or bottom-flange bracing, though not required for vertical

load capacity, can improve floor vibration and bounce.6. For conditions not shown, use the Uniform Floor Load (PLF) tables or contact your LP Engineered Wood

Products distributor for assistance.

TO USE:1. Select the appropriate table based on the project design loads.2. For simple spans, select the L /480 or L /360 section of that table, as required.

For continuous spans, 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 continuous span strength rather than simple span deflection.

CONTINUOUS SPAN TABLES

Span

Simple (single) Span Application

SpanSpan Span

Continuous (multiple) Span Application

40 psf Live Load, 12 psf Dead Load Series Depth L/480 L / 360

12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc11-7/8" 26'-5" 24'-1" 22'-8" 21'-1" 29'-3" 26'-8" 25'-1" 23'-4"

LPI 56 14" 29'-11" 27'-3" 25'-8" 23'-10" 33'-1" 30'-2" 28'-5" 26'-5"16" 33'-0" 30'-0" 28'-4" 26'-3" 36'-6" 33'-3" 31'-4" 26'-7"

40 psf Live Load, 15 psf Dead LoadSeries Depth L/480 L / 360


LPI 56 14" 29'-11" 27'-3" 25'-8" 23'-10" 33'-1" 30'-2" 28'-5" 25'-1"16" 33'-0" 30'-0" 28'-4" 25'-1" 36'-6" 33'-3" 31'-4" 25'-1"

40 psf Live Load, 25 psf Dead LoadSeries Depth L/480 L / 360


LPI 56 14" 29'-11" 27'-3" 25'-8" 21'-2" 32'-2" 29'-4" 26'-7" 21'-2"16" 33'-0" 30'-0" 26'-7" 21'-2" 35'-6" 32'-0" 26'-7" 21'-2"

40 psf Live Load, 12 psf Dead Load @ L/480Series Depth Without Web Stiffeners With Web Stiffeners

12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc11-7/8" 29'-4" 26'-3" 24'-8" 22'-11" - - - -

LPI 56 14" 33'-6" 30'-5" 28'-8" 25'-11" - - - -16" 36'-11" 33'-7" 31'-7" 28'-11" - - - 29'-4"

40 psf Live Load, 15 psf Dead Load @ L/480Series Depth Without Web Stiffeners With Web Stiffeners


LPI 56 14" 33'-6" 30'-5" 28'-8" 25'-11" - - - -16" 36'-11" 33'-7" 31'-7" 27'-4" - - - 28'-9"

40 psf Live Load, 25 psf Dead Load @ L /480Series Depth Without Web Stiffeners With Web Stiffeners


LPI 56 14" 33'-6" 30'-5" 28'-8" 23'-1" - - - 24'-3"16" 36'-11" 33'-7" 28'-11" 23'-1" - - 30'-5" 24'-3"


4

Uniform Floor Load (PLF) Tables: Simple Spans

12'13'14'15'16'17'18'19'20'21'22'23'24'25'26'27'28'29'30'31'32'33'34'35'36'37'38'

TO USE:1. Select the span required. 2. Compare the design total load to the Total Load column. Where two numbers are

shown, the first number represents the Total Load capacity without web stiffeners.The second number represents the Total Load capacity with stiffeners. (SeeAdditional Notes below.)

3. Compare the design live load to the appropriate Live Load column.4. Select a product that exceeds both the design total and live loads.5. Specify web stiffeners as dictated by the Total Load column.

EXAMPLE:An I-Joist has the simple clear span of 22'-6", supporting 50 psf Floor Load and 25 psf Dead Load, spaced 24" oc. Select the shallowest joist that satisfies an L /600 live load deflection limit.1. Design Total Load = (50 + 25) * (24 / 12) = 150 plf.

Design Live Load = 50 * (24 / 12) = 100 plf.2. Select the row corresponding to a 23' span.3. Use the 18" LPI 56: Total Load = 196 plf and the Live Load at L /600 = 102 plf.

NOTE: Web stiffeners required at both end supports. (Exceeds Total Load without stiffeners = 145 plf)

DESIGN ASSUMPTIONS:1. Span is the clear distance between supports and is for simple spans only.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 any additional stiffness due to composite action.

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

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

6. The values are based on the minimum required bearings as listed on page 2.

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 are not required where only one value is shown for Total Load or when the design total load does NOT exceed

the first value in the Total Load column where two values are given. Web stiffeners ARE required at both end supports if thedesign total load exceeds the first value (capacity without stiffeners) but does not exceed the second value (capacity withstiffeners). Web fillers are required for joists seated in hangers that do not laterally support the top flange or for hangers thatrequire nailing into the web.

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.

12'13'14'15'16'17'18'19'20'21'22'23'24'25'26'27'28'29'30'31'32'33'34'35'36'37'38'

Span(ft)

Span(ft)

12'13'14'15'16'17'18'19'20'21'22'23'24'25'26'27'28'29'30'31'32'33'34'35'36'37'38'

12'13'14'15'16'17'18'19'20'21'22'23'24'25'26'27'28'29'30'31'32'33'34'35'36'37'38'

20" LPI 56 22" LPI 56 24" LPI 56Live Load Total Live Load Total Live Load Total

L/600 L/480 L/360 Load L/600 L/480 L/360 Load L/600 L/480 L/360 Load273 / 394 273 / 417 273 / 435253 / 365 253 / 386 253 / 403235 / 339 235 / 360 235 / 375220 / 317 220 / 336 220 / 350207 / 298 207 / 316 207 / 329

273 195 / 281 195 / 297 195 / 310237 184 / 265 184 / 281 184 / 293206 175 / 252 247 175 / 267 175 / 278181 227 166 / 239 217 166 / 254 256 166 / 264160 200 158 / 228 192 240 158 / 242 226 158 / 252141 177 151 / 218 170 213 151 / 231 201 151 / 241126 157 145 / 209 151 189 145 / 221 179 224 145 / 230112 140 187 139 / 200 135 169 139 / 212 160 200 139 / 221100 126 168 133 / 192 121 152 203 133 / 204 144 180 133 / 21290 113 151 128 / 185 109 137 182 128 / 196 130 162 128 / 20481 102 136 124 / 178 99 123 165 124 / 189 117 146 195 124 / 19774 92 123 119 / 172 89 112 149 119 / 182 106 133 177 119 / 19067 84 112 115 / 166 81 101 135 115 / 176 96 121 161 115 / 18361 76 102 111 / 153 74 92 123 111 / 170 88 110 147 111 / 17755 69 93 108 / 139 67 84 113 108 / 160 80 100 134 108 / 17251 63 85 104 / 127 62 77 103 104 / 150 74 92 123 104 / 16446 58 78 101 / 117 57 71 95 101 / 142 67 84 113 101 / 15443 53 71 98 / 107 52 65 87 98 / 131 62 78 104 98 / 14539 49 66 96 / 99 48 60 80 96 / 120 57 72 96 96 / 13736 45 61 91 44 55 74 93 / 111 53 66 88 93 / 13033 42 56 84 41 51 68 90 / 103 49 61 82 90 / 12331 39 52 78 38 47 63 88 / 95 45 57 76 88 / 114

Span(ft)

Span(ft)

11-7/8" LPI 56 14" LPI 56 16" LPI 56 18" LPI 56Live Load Total Live Load Total Live Load Total Live Load Total

L/600 L/480 L/360 Load L/600 L/480 L/360 Load L/600 L/480 L/360 Load L/600 L/480 L/360 Load 242 227 / 299 227 / 299 227 / 299 273 / 370199 248 210 / 276 272 210 / 276 210 / 276 253 / 343165 206 195 / 257 227 195 / 257 195 / 257 235 / 319138 172 230 183 / 240 191 239 183 / 240 183 / 240 220 / 298116 146 194 171 / 225 162 203 171 / 225 210 171 / 225 260 207 / 28099 124 165 161 / 212 138 173 161 / 212 180 161 / 212 224 195 / 26485 106 142 153 / 201 119 149 199 153 / 201 155 194 153 / 201 194 242 184 / 25073 92 122 145 / 184 103 129 172 145 / 190 135 169 145 / 190 169 211 175 / 23764 80 106 137 / 160 90 112 150 137 / 181 118 147 137 / 181 148 185 166 / 22556 70 93 131 / 140 79 98 131 131 / 172 103 129 131 / 172 130 162 158 / 21549 61 82 123 69 87 116 125 / 165 91 114 152 125 / 165 115 144 192 151 / 20543 54 72 108 61 77 102 120 / 154 81 101 135 120 / 157 102 127 170 145 / 19638 48 64 96 54 68 91 115 / 137 72 90 120 115 / 151 91 114 152 139 / 18834 43 57 86 48 61 81 110 / 122 64 80 107 110 / 145 81 102 136 133 / 18130 38 51 76 43 54 73 106 / 109 57 72 96 106 / 139 73 91 122 128 / 17427 34 46 69 39 49 65 98 52 65 86 102 / 130 66 82 110 124 / 16524 31 41 62 35 44 59 88 47 58 78 98 / 117 59 74 99 119 / 14922 28 37 56 32 40 53 80 42 53 71 95 / 106 54 67 90 115 / 135- - - - 29 36 48 73 38 48 64 92 / 97 49 61 82 111 / 123- - - - 26 33 44 66 35 44 58 88 45 56 75 108 / 112- - - - 24 30 40 60 32 40 53 80 41 51 68 102- - - - 22 27 37 55 29 37 49 74 37 47 62 94- - - - 20 25 34 51 27 33 45 67 34 43 57 86- - - - - - - - 25 31 41 62 31 39 53 79- - - - - - - - 23 28 38 57 29 36 49 73- - - - - - - - 21 26 35 53 27 34 45 68- - - - - - - - 19 24 32 49 25 31 42 63

© 2006 Louisiana-Pacific Corporation


5

Uniform Floor Load (PLF) Tables: Continuous Spans

TO USE:1. Select the span required. 2. Compare the design total load to the Total Load column. Where two numbers are

shown, the first number represents the Total Load capacity without web stiffeners.The second number represents the Total Load capacity with stiffeners. (SeeAdditional Notes below.)

3. Compare the design live load to the appropriate Live Load column.4. Select a product that exceeds both the design total and live loads.5. Specify web stiffeners as dictated by the Total Load column.

EXAMPLE:An I-Joist has the continuous horizontal clear spans of 20'-8" and 22'-6", supporting 50 psf Floor Load and 25psf Dead Load, spaced 24" oc. Select the shallowest joist that satisfies an L /600 live load deflection limit.1. Design Total Load = (50 + 25) * (24 / 12) = 150 plf

Design Live Load = 50 * (24 / 12) = 100 plf2. Select the row corresponding to a 23' span.3. Use the 18" LPI 56: Total Load = 171 plf and the Live Load at L /600 = 132 plf

NOTE: Web stiffeners required at all supports. (Exceeds Total Load without stiffeners = 130 plf, and marked * )

DESIGN ASSUMPTIONS:1. Span is the clear distance between supports and is for continuous spans only.

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

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) hasNOT been considered.

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

6. The values are based on the minimum required bearings as listed on page 2.

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 are not required where only one value is shown for Total Load or when the design total load does NOT exceed

the first value in the Total Load column where two values are given. Web stiffeners ARE required at interior supports if thedesign total load exceeds the first value (capacity without stiffeners) but does not exceed the second value (capacity withstiffeners). Additionally, if the second value is marked *, web stiffeners are required at all supports. Web fillers are requiredfor joists seated in hangers that do not laterally support the top flange or for hangers that require nailing into the web.

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.


12'13'14'15'16'17'18'19'20'21'22'23'24'25'26'27'28'29'30'31'32'33'34'35'36'37'38'

12'13'14'15'16'17'18'19'20'21'22'23'24'25'26'27'28'29'30'31'32'33'34'35'36'37'38'

Span(ft)

Span(ft)

12'13'14'15'16'17'18'19'20'21'22'23'24'25'26'27'28'29'30'31'32'33'34'35'36'37'38'

12'13'14'15'16'17'18'19'20'21'22'23'24'25'26'27'28'29'30'31'32'33'34'35'36'37'38'

20" LPI 56 22" LPI 56 24" LPI 56Live Load Total Live Load Total Live Load Total

L/600 L/480 L/360 Load L/600 L/480 L/360 Load L/600 L/480 L/360 Load246 / 323* 246 / 323* 246 / 323*227 / 299* 227 / 299* 227 / 299*211 / 278* 211 / 278* 211 / 278*197 / 260* 197 / 260* 197 / 260*185 / 244* 185 / 244* 185 / 244*175 / 230* 175 / 230* 175 / 230*165 / 217* 165 / 217* 165 / 217*157 / 206* 157 / 206* 157 / 206*149 / 196* 149 / 196* 149 / 196*142 / 187* 142 / 187* 142 / 187*135 / 178* 135 / 178* 135 / 178*

163 130 / 171* 130 / 171* 130 / 171*145 124 / 164* 124 / 164* 124 / 164*130 119 / 157* 119 / 157* 119 / 157*117 147 115 / 151* 142 115 / 151* 115 / 151*106 132 111 / 146* 128 111 / 146* 111 / 146*96 120 107 / 141* 116 107 / 141* 138 107 / 141*87 109 103 / 136* 105 132 103 / 136* 125 103 / 136*79 99 100 / 131* 96 120 100 / 131* 114 100 / 131*72 90 121 96 / 127* 88 110 96 / 127* 105 96 / 127*66 83 111 93 / 123* 80 101 93 / 123* 96 120 93 / 123*61 76 101 91 / 119* 74 92 91 / 119* 88 110 91 / 119*56 70 93 88 / 116* 68 85 113 88 / 116* 81 101 88 / 116*51 64 86 85 / 113* 63 78 105 85 / 113* 75 93 85 / 113*47 59 79 83 / 108* 58 72 97 83 / 110* 69 86 83 / 110*44 55 73 81 / 102* 53 67 89 81 / 107* 64 80 81 / 107*41 51 68 79 / 97 50 62 83 79 / 104* 59 74 99 79 / 104*

Span(ft)

Span(ft)

11-7/8" LPI 56 14" LPI 56 16" LPI 56 18" LPI 56Live Load Total Live Load Total Live Load Total Live Load Total

L/600 L/480 L/360 Load L/600 L/480 L/360 Load L/600 L/480 L/360 Load L/600 L/480 L/360 Load 247 / 254* 247 / 260* 247 / 260* 246 / 323*228 / 234* 228 / 240* 228 / 240* 227 / 299*

211 212 / 218* 212 / 223* 212 / 223* 211 / 278*177 198 / 203* 198 / 209* 198 / 209* 197 / 260*150 187 186 / 191* 186 / 196* 186 / 196* 185 / 244*128 160 175 / 180* 178 175 / 185* 175 / 185* 175 / 230*110 137 166 / 170* 153 166 / 174* 166 / 174* 165 / 217*95 118 158 157 / 161* 133 157 / 165* 157 / 165* 157 / 206*82 103 138 149 / 153* 116 145 149 / 157* 152 149 / 157* 191 149 / 196*72 90 120 142 / 146* 102 127 142 / 150* 134 142 / 150* 168 142 / 187*63 79 106 136 / 139* 90 112 136 / 143* 118 136 / 143* 149 135 / 178*56 70 93 130 / 133* 79 99 133 130 / 137* 105 131 130 / 137* 132 165 130 / 171*50 62 83 125 / 125 71 88 118 125 / 131* 93 116 125 / 131* 118 147 124 / 164*44 55 74 111 63 79 105 120 / 126* 83 104 120 / 126* 106 132 119 / 157*39 49 66 99 56 71 94 115 / 121* 75 93 115 / 121* 95 119 115 / 151*35 44 59 89 51 63 85 111 / 117* 67 84 112 111 / 117* 85 107 143 111 / 146*32 40 54 81 46 57 77 107 / 113* 61 76 101 107 / 113* 77 97 129 107 / 141*29 36 48 73 41 52 69 103 / 104 55 69 92 103 / 109* 70 88 117 103 / 136*- - - - 38 47 63 95 50 63 84 100 / 105* 64 80 107 100 / 131*- - - - 34 43 57 86 45 57 76 97 / 102* 58 73 97 96 / 127*- - - - 31 39 52 79 42 52 70 94 / 99* 53 67 89 93 / 123*- - - - 28 36 48 72 38 48 64 91 / 96* 49 61 82 91 / 115*- - - - 26 33 44 66 35 44 59 88 / 88 45 56 75 88 / 109- - - - - - - - 32 40 54 81 41 52 69 85 / 103- - - - - - - - 30 37 50 75 38 48 64 83 / 96- - - - - - - - 27 34 46 69 35 44 59 81 / 88- - - - - - - - 25 32 42 64 32 41 54 79 / 82


6

Uniform Roof Load (PLF) Tables: Simple Spans

DESIGN ASSUMPTIONS:1. Span is the clear distance between

supports, along the length of thejoist, and is for simple spans only.

2. The values are based on uniformloads only.

3. These tables assume that the joistis NOT a repetitive member,therefore load sharing has not beenapplied. Also, the deflection valuesdo not reflect any additionalstiffness due to composite action.

4. Total deflection has been limited toL /180. Long term deflection (creep)has NOT been considered.

5. These tables assume full lateralsupport of the compression flange.Full support is considered to be amaximum unbraced length of 24".

6. The values are based on theminimum required bearings aslisted on page 2.

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.

TO USE:1. Select the span required. For roofs with a slope of 2:12 or greater, the horizontal

span must be multiplied by the appropriate roof slope adjustment factor from thetable at the bottom of this page.

2. Compare the design total load to the appropriate Total Load column for Snow (115%) or Non-Snow (125%). Where two numbers are shown, the first number represents the Total Load capacity without web stiffeners. The second number represents the TotalLoad capacity with stiffeners. (See Additional Notes below.)

3. Compare the design live load to the Live Load column (L /240).4. Select a product that exceeds both the design total and live loads.5. Specify web stiffeners as dictated by the Total Load column.

EXAMPLE:An I-Joist has the horizontal clear span of 22'-6", supporting 50 psf Snow Load (115%) and 15 psf DeadLoad, spaced 24" oc, with a slope of 4:12. Select a joist that satisfies an L /240 live load deflection limit.1. Sloped Span = (22 + 6/12) * 1.054 = 23.7' ∞ use 24'2. Design Total Load = (50 + 15) * (24 / 12) = 130 plf

Design Live Load = 50 * (24 / 12) = 100 plf3. Select the row corresponding to a 24' span.4. Use the 14" LPI 56: Total Load (115%) = 132 plf and the Live Load at L /240 = 137 plf

NOTE: Web stiffeners are NOT required for this design.ALSO: For an L/360 live load deflection limit, increase to a 16" LPI 56 from page 4 (L/360 = 120 plf).


20" LPI 56 22" LPI 56 24" LPI 56Span

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)

12' 314 / 453 342 / 493 314 / 480 342 / 522 314 / 500 342 / 544 12'13' 291 / 419 316 / 456 291 / 444 316 / 483 291 / 463 316 / 503 13'14' 271 / 390 294 / 424 271 / 414 294 / 450 271 / 431 294 / 468 14'15' 253 / 365 275 / 397 253 / 387 275 / 420 253 / 403 275 / 438 15'16' 238 / 343 258 / 372 238 / 363 258 / 395 238 / 378 258 / 411 16'17' 224 / 323 244 / 351 224 / 342 244 / 372 224 / 357 244 / 388 17'18' 212 / 305 230 / 332 212 / 324 230 / 352 212 / 337 230 / 367 18'19' 201 / 290 218 / 315 201 / 307 218 / 334 201 / 320 218 / 348 19'20' 191 / 275 208 / 299 191 / 292 208 / 317 191 / 304 208 / 331 20'21' 182 / 263 198 / 285 182 / 278 198 / 302 182 / 290 198 / 315 21'22' 174 / 251 189 / 273 174 / 266 189 / 289 174 / 277 189 / 301 22'23' 166 / 240 181 / 261 166 / 254 181 / 277 166 / 265 181 / 288 23'24' 160 / 230 174 / 250 160 / 244 174 / 265 160 / 254 174 / 276 24'25' 153 / 221 167 / 240 153 / 234 167 / 255 153 / 244 167 / 265 25'26' 226 148 / 213 160 / 231 148 / 225 160 / 245 148 / 235 160 / 255 26'27' 204 142 / 205 155 / 223 142 / 217 155 / 236 142 / 226 155 / 246 27'28' 185 137 / 198 149 / 215 224 137 / 210 149 / 228 137 / 218 149 / 237 28'29' 168 132 / 191 144 / 208 203 132 / 202 144 / 220 132 / 211 144 / 229 29'30' 153 128 / 179 139 / 195 185 128 / 196 139 / 213 220 128 / 204 139 / 222 30'31' 139 124 / 168 135 / 182 169 124 / 184 135 / 200 201 124 / 197 135 / 215 31'32' 127 120 / 157 131 155 120 / 173 131 / 188 185 120 / 189 131 / 205 32'33' 117 117 / 148 127 142 117 / 163 127 / 177 169 117 / 178 127 / 193 33'34' 107 113 123 131 113 / 153 123 / 167 156 113 / 167 123 / 182 34'35' 99 110 120 120 110 / 145 120 / 157 144 110 / 158 120 / 172 35'36' 91 107 116 111 107 / 137 116 133 107 / 149 116 / 162 36'37' 84 104 113 103 104 113 123 104 / 141 113 / 154 37'38' 78 101 104 95 101 110 114 101 / 134 110 / 146 38'

11-7/8" LPI 56 14" LPI 56 16" LPI 56 18" LPI 56Span

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)

12' 261 / 344 284 / 374 261 / 344 284 / 374 261 / 344 284 / 374 314 / 426 342 / 463 12'13' 242 / 318 263 / 346 242 / 318 263 / 346 242 / 318 263 / 346 291 / 394 316 / 429 13'14' 225 / 296 244 / 321 225 / 296 244 / 321 225 / 296 244 / 321 271 / 367 294 / 399 14'15' 210 / 276 228 / 300 210 / 276 228 / 300 210 / 276 228 / 300 253 / 343 275 / 373 15'16' 197 / 259 214 / 282 197 / 259 214 / 282 197 / 259 214 / 282 238 / 322 258 / 350 16'17' 248 186 / 244 202 / 266 186 / 244 202 / 266 186 / 244 202 / 266 224 / 304 244 / 330 17'18' 213 176 / 231 191 / 251 176 / 231 191 / 251 176 / 231 191 / 251 212 / 287 230 / 312 18'19' 184 166 / 219 181 / 238 166 / 219 181 / 238 166 / 219 181 / 238 201 / 272 218 / 296 19'20' 160 158 / 208 172 225 158 / 208 172 / 226 158 / 208 172 / 226 191 / 259 208 / 282 20'21' 140 151 164 197 151 / 198 164 / 216 151 / 198 164 / 216 182 / 247 198 / 268 21'22' 123 144 157 174 144 / 189 157 / 206 144 / 189 157 / 206 174 / 236 189 / 256 22'23' 108 138 144 154 138 / 181 150 / 197 138 / 181 150 / 197 166 / 226 181 / 245 23'24' 96 128 128 137 132 / 174 144 180 132 / 174 144 / 189 228 160 / 216 174 / 235 24'25' 86 114 114 122 127 138 161 127 / 167 138 / 181 204 153 / 208 167 / 226 25'26' 76 102 102 109 122 133 144 122 / 160 133 / 174 183 148 / 200 160 / 217 26'27' 69 92 92 98 117 128 130 117 / 155 128 / 168 165 142 / 193 155 / 210 27'28' 62 83 83 88 113 118 117 113 / 149 123 149 137 / 185 149 / 199 28'29' 56 75 75 80 107 107 106 109 119 135 132 / 172 144 29'30' 51 68 68 73 97 97 97 106 115 123 128 139 30'31' 46 62 62 66 88 88 88 102 111 112 124 135 31'32' 42 56 56 60 81 81 80 99 107 102 120 131 32'33' 38 51 51 55 74 74 74 96 98 94 117 125 33'34' 35 47 47 51 68 68 67 90 90 86 113 115 34'35' 32 43 43 46 62 62 62 83 83 79 106 106 35'36' 30 40 40 43 57 57 57 76 76 73 98 98 36'37' 27 37 37 40 53 53 53 71 71 68 90 90 37'38' 25 34 34 37 49 49 49 65 65 63 84 84 38'

ROOF SLOPE ADJUSTMENT FACTORSSlope 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

5. Web stiffeners are not required where only one value is shown for Total Load or when the designtotal load does NOT exceed the first value in the Total Load column where two values are given.Web stiffeners ARE required at both end supports if the design total load exceeds the first value(capacity without stiffeners) but does not exceed the second value (capacity with stiffeners). Webfillers are required for joists seated in hangers that do not laterally support the top flange or forhangers that require nailing into the web.

6. Where the Live Load is blank, the Total Load governs the design.7. To design for a live load limit of L /360, L /480 or L /600, use the Uniform Floor Load tables.8. Do not use a product where designated “-” without further analysis by a professional engineer.


7

Uniform Roof Load (PLF) Tables: Continuous Spans


DESIGN ASSUMPTIONS:1. Span is the clear distance between

supports, along the length of thejoist, and is for continuous spansonly. The design of continuous spansis based on the longest span. Theshortest span must not be less than50% of the longest span.

2. The values are based on uniformloads only.

3. These tables assume that the joistis NOT a repetitive member,therefore load sharing has not beenapplied. Also, the deflection valuesdo not reflect any additionalstiffness due to composite action.

4. Total deflection has been limited toL /180. Long term deflection (creep)has NOT been considered.

5. These tables assume full lateralsupport of the compression flange.Full support is considered to be amaximum unbraced length of 24".

6. The values are based on theminimum required bearings aslisted on page 2.

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.

TO USE:1. Select the span required. For roofs with a slope of 2:12 or greater, the horizontal

span must be multiplied by the appropriate roof slope adjustment factor from thetable at the bottom of this page.

2. Compare the design total load to the appropriate Total Load column for Snow (115%)or Non-Snow (125%). Where two numbers are shown, the first number represents theTotal Load capacity without web stiffeners. The second number represents the TotalLoad capacity with stiffeners. (See Additional Notes below.)

3. Compare the design live load to the Live Load column (L /240).4. Select a product that exceeds both the design total and live loads.5. Specify web stiffeners as dictated by the Total Load column.

20" LPI 56 22" LPI 56 24" LPI 56Span

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)

12' 282 / 372* 307 / 404* 282 / 372* 307 / 404* 282 / 372* 307 / 404* 12'13' 261 / 344* 284 / 374* 261 / 344* 284 / 374* 261 / 344* 284 / 374* 13'14' 243 / 320* 264 / 348* 243 / 320* 264 / 348* 243 / 320* 264 / 348* 14'15' 227 / 299* 247 / 325* 227 / 299* 247 / 325* 227 / 299* 247 / 325* 15'16' 213 / 281* 232 / 305* 213 / 281* 232 / 305* 213 / 281* 232 / 305* 16'17' 201 / 265* 218 / 288* 201 / 265* 218 / 288* 201 / 265* 218 / 288* 17'18' 190 / 250* 207 / 272* 190 / 250* 207 / 272* 190 / 250* 207 / 272* 18'19' 180 / 237* 196 / 258* 180 / 237* 196 / 258* 180 / 237* 196 / 258* 19'20' 171 / 225* 186 / 245* 171 / 225* 186 / 245* 171 / 225* 186 / 245* 20'21' 163 / 215* 177 / 234* 163 / 215* 177 / 234* 163 / 215* 177 / 234* 21'22' 156 / 205* 169 / 223* 156 / 205* 169 / 223* 156 / 205* 169 / 223* 22'23' 149 / 196* 162 / 214* 149 / 196* 162 / 214* 149 / 196* 162 / 214* 23'24' 143 / 188* 156 / 205* 143 / 188* 156 / 205* 143 / 188* 156 / 205* 24'25' 137 / 181* 149 / 197* 137 / 181* 149 / 197* 137 / 181* 149 / 197* 25'26' 132 / 174* 144 / 189* 132 / 174* 144 / 189* 132 / 174* 144 / 189* 26'27' 127 / 168* 138 / 182* 127 / 168* 138 / 182* 127 / 168* 138 / 182* 27'28' 123 / 162* 134 / 176* 123 / 162* 134 / 176* 123 / 162* 134 / 176* 28'29' 119 / 156* 129 / 170* 119 / 156* 129 / 170* 119 / 156* 129 / 170* 29'30' 115 / 151* 125 / 164* 115 / 151* 125 / 164* 115 / 151* 125 / 164* 30'31' 111 / 146* 121 / 159* 111 / 146* 121 / 159* 111 / 146* 121 / 159* 31'32' 108 / 142* 117 / 154* 108 / 142* 117 / 154* 108 / 142* 117 / 154* 32'33' 104 / 137* 113 / 149* 104 / 137* 113 / 149* 104 / 137* 113 / 149* 33'34' 140 101 / 133* 110 101 / 133* 110 / 145* 101 / 133* 110 / 145* 34'35' 129 98 / 130* 107 98 / 130* 107 / 141* 98 / 130* 107 / 141* 35'36' 119 96 104 96 / 126* 104 / 137* 96 / 126* 104 / 137* 36'37' 110 93 101 93 / 123* 101 / 133* 93 / 123* 101 / 133* 37'38' 102 91 99 125 91 / 119* 99 91 / 119* 99 / 130* 38'

EXAMPLE:An I-Joist has the continuous horizontal clear spans of 20'-8" and 22'-6", supporting 50 psf Snow Load (115%) and 15 psf Dead Load, spaced 24" oc, with a slope of 4:12. Select a joist that satisfies an L/240 live load deflection limit.1. Sloped Span = (22 + 6/12) * 1.054 = 23.7' ∞ use 24'2. Design Total Load = (50 + 15) * (24 / 12) = 130 plf

Design Live Load = 50 * (24 / 12) = 100 plf3. Select the row corresponding to a 24' span.4. Use the 11-7/8" LPI 56: Total Load (115%) = 143 plf. Live Load at L /240 = 125 plf.

NOTE: Web stiffeners are NOT required for this design.ALSO: For an L/360 live load deflection limit, increase to a 14" LPI 56 from page 5 (L /360 = 118 plf).

11-7/8" LPI 56 14" LPI 56 16" LPI 56 18" LPI 56Span

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)

12' 284 / 292* 309 / 317* 284 / 299* 309 / 325* 284 / 299* 309 / 325* 282 / 372* 307 / 404* 12'13' 263 / 270* 285 / 293* 263 / 276* 285 / 300* 263 / 276* 285 / 300* 261 / 344* 284 / 374* 13'14' 244 / 251* 265 / 272* 244 / 257* 265 / 279* 244 / 257* 265 / 279* 243 / 320* 264 / 348* 14'15' 228 / 234* 248 / 254* 228 / 240* 248 / 261* 228 / 240* 248 / 261* 227 / 299* 247 / 325* 15'16' 214 / 220* 233 / 239* 214 / 225* 233 / 245* 214 / 225* 233 / 245* 213 / 281* 232 / 305* 16'17' 202 / 207* 219 / 225* 202 / 212* 219 / 231* 202 / 212* 219 / 231* 201 / 265* 218 / 288* 17'18' 191 / 195* 207 / 212* 191 / 201* 207 / 218* 191 / 201* 207 / 218* 190 / 250* 207 / 272* 18'19' 181 / 185* 196 181 / 190* 196 / 207* 181 / 190* 196 / 207* 180 / 237* 196 / 258* 19'20' 172 187 172 / 181* 187 / 197* 172 / 181* 187 / 197* 171 / 225* 186 / 245* 20'21' 181 164 178 164 / 172* 178 / 187* 164 / 172* 178 / 187* 163 / 215* 177 / 234* 21'22' 159 156 170 156 / 165* 170 / 179* 156 / 165* 170 / 179* 156 / 205* 169 / 223* 22'23' 140 150 163 150 / 157* 163 150 / 157* 163 / 171* 149 / 196* 162 / 214* 23'24' 125 143 156 143 156 143 / 151* 156 / 164* 143 / 188* 156 / 205* 24'25' 111 138 148 138 150 138 / 145* 150 / 158* 137 / 181* 149 / 197* 25'26' 99 132 133 142 132 144 132 / 139* 144 / 152* 132 / 174* 144 / 189* 26'27' 89 119 119 127 128 139 128 / 134* 139 127 / 168* 138 / 182* 27'28' 81 108 108 115 123 134 123 134 123 / 162* 134 / 176* 28'29' 73 97 97 104 119 129 119 129 119 / 156* 129 / 170* 29'30' 66 88 88 95 115 125 126 115 125 160 115 / 151* 125 30'31' 60 80 80 86 111 115 114 111 121 146 111 / 146* 121 31'32' 55 73 73 79 105 105 105 108 117 134 108 117 32'33' 50 67 67 72 96 96 96 105 114 123 104 113 33'34' 46 61 61 66 88 88 88 101 110 113 101 110 34'35' 42 56 56 61 81 81 81 99 107 104 98 107 35'36' 39 52 52 56 75 75 75 96 100 96 96 104 36'37' 36 48 48 52 69 69 69 92 92 88 93 101 37'38' 33 44 44 48 64 64 64 85 85 82 91 99 38'

ROOF SLOPE ADJUSTMENT FACTORSSlope 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

5. Web stiffeners are not required where only one value is shown for Total Load or when the designtotal load does NOT exceed the first value in the Total Load column where two values are given.Web stiffeners ARE required at interior supports if the design total load exceeds the first value(capacity without stiffeners) but does not exceed the second value (capacity with stiffeners).Additionally, if the second value is marked *, web stiffeners are required at all supports. Webfillers are required for joists seated in hangers that do not laterally support the top flange or forhangers that require nailing into the web.

6. Where the Live Load is blank, the Total Load governs the design.7. To design for a live load limit of L /360, L /480 or L /600, use the Uniform Floor Load tables.8. Do not use a product where designated “-” without further analysis by a professional engineer.


8© 2006 Louisiana-Pacific Corporation

Web Hole Specifications: Circular Holes

6 1'-0" 1'-0" 1'-6" 2'-0" - - - 1'-0" 1'-0" 1'-6" 2'-0" - - -

LPI 56 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'-6" - - - 1'-0" 1'-0" 2'-0" 4'-2" - - -18 1'-0" 1'-0" 2'-4" 4'-7" - - - 1'-0" 2'-2" 4'-11" 7'-2" - - -8 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" - - 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" - -

LPI 56 14"12 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" - - 1'-0" 1'-0" 1'-6" 2'-0" 3'-7" - -16 1'-0" 1'-0" 1'-6" 2'-1" 4'-1" - - 1'-0" 1'-0" 2'-4" 4'-4" 6'-5" - -20 1'-0" 1'-0" 2'-7" 4'-7" 6'-7" - - 1'-0" 2'-11" 4'-11" 7'-6" 10'-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" -

LPI 56 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'-10" -16 1'-0" 1'-0" 1'-6" 2'-0" 2'-10" 4'-11" - 1'-0" 1'-0" 1'-6" 3'-2" 5'-2" 7'-2" -20 1'-0" 1'-0" 1'-7" 3'-7" 5'-1" 7'-7" - 1'-0" 2'-5" 4'-5" 6'-0" 8'-0" - -12 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 4'-4" - 1'-0" 1'-1" 2'-4" 3'-7" 4'-10" 6'-0" -

LPI 56 18"16 1'-0" 1'-0" 1'-6" 2'-0" 4'-1" 6'-1" - 1'-1" 2'-9" 4'-4" 6'-0" 7'-2" - -20 1'-0" 1'-0" 1'-6" 3'-1" 5'-7" 8'-1" - 2'-11" 4'-5" 6'-6" 8'-0" 9'-6" - -24 1'-0" 1'-0" 2'-6" 4'-3" 7'-4" 10'-4" - 4'-9" 6'-7" 8'-5" 10'-2" 12'-0" - -12 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-5" 4'-11" 1'-0" 1'-0" 2'-0" 3'-3" 4'-2" 5'-5" -

LPI 56 20"16 1'-0" 1'-0" 1'-6" 2'-0" 2'-11" 4'-11" 6'-11" 1'-0" 2'-4" 3'-11" 5'-2" 6'-5" 7'-7" -20 1'-0" 1'-0" 1'-6" 2'-1" 4'-1" 6'-7" 9'-2" 2'-5" 4'-5" 6'-0" 7'-6" 9'-0" 10'-0" -24 1'-0" 1'-0" 1'-10" 3'-8" 5'-6" 8'-6" 10'-11" 4'-9" 6'-0" 7'-9" 9'-7" 10'-10" - -16 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-8" 5'-9" 1'-0" 1'-11" 3'-7" 4'-9" 6'-0" 7'-2" -

LPI 56 22"20 1'-0" 1'-0" 1'-6" 2'-0" 3'-1" 5'-1" 7'-7" 2'-5" 3'-11" 5'-6" 7'-0" 8'-0" 9'-6" -24 1'-0" 1'-0" 1'-6" 3'-1" 4'-3" 6'-8" 9'-1" 4'-2" 6'-0" 7'-2" 9'-0" 10'-2" 12'-0" -28 1'-0" 2'-2" 3'-7" 5'-0" 6'-5" 8'-6" 11'-4" 6'-3" 8'-4" 9'-9" 11'-2" 12'-7" 14'-0" -16 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" 4'-6" 1'-0" 1'-11" 3'-2" 4'-4" 5'-7" 6'-5" 7'-7"

LPI 56 24"20 1'-0" 1'-0" 1'-6" 2'-0" 2'-6" 4'-1" 6'-1" 2'-5" 3'-11" 5'-0" 6'-6" 7'-6" 9'-0" 10'-0"24 1'-0" 1'-0" 1'-6" 2'-6" 3'-8" 5'-6" 7'-11" 4'-2" 6'-0" 7'-2" 8'-5" 9'-7" 10'-10" -28 1'-0" 2'-2" 3'-7" 5'-0" 6'-5" 7'-10" 9'-3" 6'-3" 7'-8" 9'-1" 10'-6" 11'-11" 13'-4" -

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 DepthClear Distance from End Support Distance from Interior or Cantilever-End SupportSpan Hole Diameter Hole Diameter(ft) 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 Loadand a 25 psf Dead Load, spaced up to 24" oc). The uniform dead load must be at least 10 plf.For joists greater than 16" deep, the total uniform load must not exceed 190 plf (e.g., 50 psf LiveLoad, 25 psf Dead Load with a 20 psf Partition Load, spaced up to 24" oc). The uniform dead loadmust be at least 25 plf. An additional concentrated “safe” load of 2000 lbs acting over 6.25 ft2

(2.5' x 2.5') has also been included.2. Hole location is measured from the inside face of bearing to the center of a circular hole, from the

closest support.3. Clear Span has NOT been verified for these joists and is shown for informational purposes only!

Verify that the joist selected will work for the span and loading conditions needed before checkinghole location.

4. Maximum hole depth for circular holes is Joist Depth less 4", not to exceed 14", except themaximum hole depth 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 aprofessional 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 areacceptable for the joist depth at that location and completely encompass the holes.

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

9. Locating holes in joists with spans exceeding those in the tables or larger holes, greater uniformloads or non-uniform loads, and closer proximity to supports and other holes may be possible withanalysis using LP’s design software. Please contact your local LP Engineered Wood Productsdistributor for more information.

Up to a 1-1/2" diameter hole allowedanywhere 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 holes must 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


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 56 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'-4" - - - -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 56 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" - - -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" -

LPI 56 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" - -16 1'-0" 1'-0" 1'-8" 3'-3" 5'-3" 7'-9" - - 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" - - -12 1'-0" 1'-3" 2'-6" 4'-0" 5'-3" - - - 1'-0" 2'-4" 3'-11" 5'-1" - - -

LPI 56 18"16 1'-0" 2'-6" 4'-1" 5'-9" 7'-4" - - - 2'-9" 4'-4" 6'-0" 7'-7" - - -20 2'-7" 4'-1" 6'-1" 7'-7" 9'-8" - - - 4'-5" 6'-6" 8'-0" 10'-0" - - -24 3'-8" 6'-1" 7'-11" 9'-9" 11'-6" - - - 6'-7" 8'-5" 10'-2" 12'-0" - - -12 1'-0" 1'-0" 2'-2" 3'-5" 4'-11" - - - 1'-0" 2'-4" 3'-7" 4'-10" 6'-0" - -

LPI 56 20"16 1'-0" 2'-6" 3'-8" 5'-4" 6'-11" - - - 2'-9" 3'-11" 5'-7" 7'-2" - - -20 2'-1" 4'-1" 5'-7" 7'-1" 8'-8" - - - 4'-5" 6'-0" 8'-0" 9'-6" - - -24 3'-8" 5'-6" 7'-4" 9'-1" 10'-11" - - - 6'-7" 8'-5" 10'-2" 12'-0" - - -16 1'-0" 2'-1" 3'-8" 4'-11" 6'-6" 7'-9" - - 2'-4" 3'-11" 5'-7" 6'-10" 8'-0" - -

LPI 56 22"20 2'-1" 3'-7" 5'-1" 6'-7" 8'-8" - - - 4'-5" 6'-0" 7'-6" 9'-0" - - -24 3'-8" 5'-6" 7'-4" 8'-6" 10'-4" - - - 6'-7" 7'-9" 9'-7" 11'-5" - - -28 5'-0" 7'-1" 8'-6" 10'-7" 12'-9" - - - 8'-4" 10'-6" 11'-11" 14'-0" - - -16 1'-0" 2'-1" 3'-3" 4'-11" 6'-1" 7'-4" - - 2'-4" 3'-11" 5'-2" 6'-5" 7'-7" - -

LPI 56 24"20 2'-1" 3'-7" 5'-1" 6'-7" 8'-1" 9'-8" - - 4'-5" 6'-0" 7'-6" 8'-6" 10'-0" - -24 3'-8" 5'-6" 6'-8" 8'-6" 9'-9" 11'-6" - - 6'-0" 7'-9" 9'-7" 10'-10" - - -28 5'-0" 7'-1" 8'-6" 9'-11" 12'-0" 13'-5" - - 8'-4" 9'-9" 11'-11" 13'-4" - - -


Web Hole Specifications: Rectangular Holes

9

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.

Series DepthClear Distance from End Support Distance from Interior or Cantilever-End SupportSpan Maximum Hole Dimension: Depth or Width Maximum Hole Dimension: Depth or Width(ft) 2" 4" 6" 8" 10" 12" 14" 16" 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 Loadand a 25 psf Dead Load, spaced up to 24" oc). The uniform dead load must be at least 10 plf.For joists greater than 16" deep, the total uniform load must not exceed 190 plf (e.g., 50 psf LiveLoad, 25 psf Dead Load with a 20 psf Partition Load, spaced up to 24" oc). The uniform dead loadmust be at least 25 plf. An additional concentrated “safe” load of 2000 lbs acting over 6.25 ft2

(2.5' x 2.5') has also been included.2. Hole location is measured from the inside face of bearing to the nearest edge of a rectangular

hole, from the closest support.3. Clear Span has NOT been verified for these joists and is shown for informational purposes only!

Verify that the joist selected will work for the span and loading conditions needed before checkinghole location.

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

5. Holes cannot be located in the span where designated “-”, without further analysis by aprofessional 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 areacceptable for the joist depth at that location and completely encompass the holes.

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

9. Locating holes in joists with spans exceeding those in the tables or larger holes, greater uniformloads or non-uniform loads, and closer proximity to supports and other holes may be possible withanalysis using LP’s design software. Please contact your local LP Engineered Wood Productsdistributor for more information.

Depth

Closest distance (x) toedge of rectangular hole

FROM EITHER SUPPORT

Closest distance (x) toedge of rectangular hole

FROM EITHER SUPPORT

END SUPPORT INTERIOR OR CANTILEVER-END SUPPORT

Width

Uncut length of web between adjacent holes must be at least twice the length of the larger

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



LP OSB Rim Board

10

RIM BOARD WEIGHTS BY THICKNESS (PLF)

INSTALLATION

An Exact Match To Our LP I-Joist Depths

LP OSB Rim Board is a strong, cost-effective complement to LP’s engineered

floor system. LP I-Joists and LP LVL beams offer many advantages over

conventional framing. Now LP OSB Rim Board completes LP’s floor system

package with an easy, reliable way to finish off floor and roof installations.

• Quick and convenient, LP OSB Rim Board is precision cut to match our 9 -1/2", 11-7/8", 14" and 16" LP I-Joist depths.

• 12'- 0" and 16'- 0" lengths mean your LP engineered floor system goes together even faster.

• Eliminates inaccuracies and time involved in ripping plywood rim.

• High load capacity means squash blocks are unnecessary on most multi-story applications.

• Flat surface means easy fastening for siding.

• LP OSB Rim Board is manufactured using predominantly fast growingtrees, a renewable resource that leaves our old-growth forests for future generations to enjoy.

Fastener Values

(1) Nail Values: For nails installed into the wide face of LP OSB Rim Board,

use the values for Douglas Fir lumber (Specific Gravity, SG=0.50) per

the National Design Specification™ for Wood Construction. To allow for the

16d nails from the sole plate above into the top edge of the rim, the deck

nailing must be at least 6" oc and the 16d nails must be spaced in

accordance with the prescriptive requirements of the code.

(2) Bolt & Lag Screw Values: For 1/2" diameter through-bolts and lag

screws installed in the wide face and loaded in single shear,

perpendicular-to-grain, the allowable capacity is:

∞ 300 lbs. for 1" rim board

∞ 350 lbs. for 1-1/8" rim board

Lag screws must be at least 4" long.

NOTE: Rim board must be connected to wall plate and floor deck.See detail below.

8d (box or common) or 10dbox nails, one at top, oneat bottom of each I-Joist

NOTE: Rim board must be connected to I-Joist. See detail above.

• Floor deck to rim board: Use 8d or 10d nails (box or common) at 6" oc

• Rim board to wall plate: Toe-nail using 8d (box or common) at 6" oc, or l6d (box or common) at 12" oc

RIM TO DECK/PLATE CONNECTION

RIM TO JOIST CONNECTION

Design value for horizontalshear for APA rim board: 180plf. This value is applicableto wind or seismic loads andshall not be adjusted forload duration.

d≤16" 16"<d≤24"1" 3300 plf 1650 plf

1-1/8" 4400 plf 3000 plf

ThicknessJoist Depth

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

1" 2.6 3.2 3.8 4.3

1-1/8" 2.9 3.6 4.3 4.8

NOTES:1. 1" and 1-1/8" LP OSB Rim Board is manufactured to meet APA standard

PRR-401 Performance Standard for APA EWS Rim Boards.2. LP OSB Rim Board must be supported by continuous structural bearing.3. For additional details about LP OSB Rim Board, which is an APA-Rated rim

board, refer to APA literature.

MAXIMUM LOAD


LP I-Joists, LP LVL, LP Rim Board &

LP TopNotch® T&G Flooring Products

Limited Lifetime Warranty

LP Structural Products

FOR FURTHER INFORMATION, CONTACT:

888.820.0325

Visit our Web site at www.lpcorp.com.

1.Warranty Coverage

This warranty applies to the original purchaser

(“Purchaser”) of LP I-Joists, LP LVL and LP Rim

Board (the “Products”) and to any owner of a building

in which the Products are originally installed

(“Owner”). LP warrants that the Products will,

at the time of delivery, meet or exceed LP

manufacturing standards and when installed in

accordance with LP current published specifications

will, for the life of the structure, (a) perform as

reasonably required of I-Joists, laminated veneer

lumber and rim board, and (b) exhibit no defects

which are defined as delaminations or glue failures.

LP further warrants that its LP TopNotch® tongue-

and-groove flooring products, when used in a

flooring system application with LP I-Joists and/or

LP LVL and LP Rim Board, is free from defects in

materials and workmanship when installed and

finished according to LP published installation

instructions, and will perform in accordance with

LP current published specifications for the lifetime

of the structure. IN THE EVENT THE PRODUCTS

DO NOT COMPLY WITH THIS WARRANTY,THE

LIABILITY OF LP IS LIMITED TO THE REPAIR

AND REPLACEMENT, OR PAYMENT PROVISIONS

SET FORTH IN PARAGRAPH 4 BELOW.

Delamination is defined as a visible separation

which results in the reduction of structural strength

within the I-Joist web or the laminated veneer

lumber or the rim board. Glue failure is defined as

visible separation of glued joints which results in

reduction of structural strength within the web to

web section joints or flange to web joints in I-Joists.

Minor surface characteristics such as loose or folded

surface flakes or minor edge swelling in OSB rim

board or I-Joist webs and minor surface checking

in laminated veneer lumber or I-Joist flanges and

minor swelling or cupping in laminated veneer

lumber do not qualify as defects.

2.Exclusions from Warranty Coverage

THIS EXPRESS WARRANTY PROVIDES A REMEDY

ONLY FOR NON-CONFORMITIES REPORTED IN

ACCORDANCE WITH PARAGRAPH 6(a) BELOW.

IN ADDITION,THIS WARRANTY DOES NOT

PROVIDE A REMEDY FOR:

a. NON-CONFORMITIES CAUSED BY: (1) MISUSE

OR IMPROPER HANDLING, INSTALLATION

OR MAINTENANCE; (2) ALTERATIONS TO

THE STRUCTURE AFTER THE ORIGINAL

INSTALLATION OF THE PRODUCTS; (3) ACTS

OF GOD, SUCH AS EARTHQUAKE,TORNADO,

FLOOD OR OTHER SIMILAR SEVERE WEATHER

OR SIMILAR NATURAL PHENOMENA; (4)

TRANSPORT, STORAGE OR HANDLING OF

THE PRODUCTS PRIOR TO INSTALLATION.

b. PRODUCTS THAT ARE NOT INSTALLED

IN COMPLIANCE WITH ALL APPLICABLE

BUILDING CODES AND INSTALLED AND

MAINTAINED ACCORDING TO LP PRINTED

INSTALLATION AND MAINTENANCE

INSTRUCTIONS; OR

c. WORKMANSHIP OF THE INSTALLATION OF

THE PRODUCTS.

3.Exclusion of Implied Warranties;

No Other Express Warranties

THIS WARRANTY IS THE ONLY WARRANTY

APPLICABLE TO THESE PRODUCTS AND

EXCLUDES ALL OTHER EXPRESSED OR

IMPLIED WARRANTIES, INCLUDING ANY

IMPLIED WARRANTY OF MERCHANTABILITY

OR FITNESS FOR A PARTICULAR PURPOSE,

OR ANY WARRANTIES OTHERWISE ARISING

FROM A COURSE OF DEALING OR A USAGE OF

TRADE OR ADVERTISING, EXCEPT WHERE

SUCH WARRANTIES ARISE UNDER APPLICABLE

CONSUMER PRODUCT WARRANTY LAWS AND

CANNOT LAWFULLY BE DISCLAIMED, IN WHICH

EVENT SUCH WARRANTIES ARE LIMITED TO

THE SHORTEST PERIOD PERMITTED OR

REQUIRED UNDER APPLICABLE LAW.

Some states or provinces may not allow limitations

on how long an implied warranty lasts, so the above

limitations may not apply to you.

NO OTHER WARRANTY HAS BEEN MADE OR

WILL BE MADE ON BEHALF OF LP WITH

RESPECT TO THESE PRODUCTS.

4.Remedies

THIS SECTION PROVIDES FOR THE SOLE

REMEDY AVAILABLE TO THE OWNER FROM LP

FOR ANY NONCONFORMITY IN THE PRODUCTS.

In the event of any nonconformity covered by

this, or any implied warranty, LP at its option will

repair or replace the nonconforming Products

including the cost of labor which will be based upon

labor estimates established by an independent,

nationally-recognized construction cost estimator

or construction cost estimating publication.

5.Exclusion of Other Remedies

IN NO EVENT WILL LP BE LIABLE FOR

ANY INCIDENTAL, SPECIAL, INDIRECT OR

CONSEQUENTIAL DAMAGES RESULTING

FROM ANY DEFECT IN THE PRODUCTS

SUPPLIED INCLUDING, BUT NOT LIMITED TO,

DAMAGE TO PROPERTY OR LOST PROFITS.

Some states or provinces do not allow the exclusion

or limitation of incidental or consequential damages,

so the above limitation or exclusion may not apply

to you.

6.Responsibility of Owner

a. Any Owner seeking remedies under this warranty

must notify LP in writing within 30 days after

discovering a possible non-conformity of the

Products, and before beginning any permanent

repair.This written notice should include the date

the Products were installed, and if known, the

mill identity number imprinted on the Products.

b. It is the Owner’s responsibility to establish the

date of installation. The Owner should do this

by retaining any records which would tend to

prove when the product was installed including,

but not limited to: purchase invoices and

receipts, contractor’s billings, service contracts

and building permits.

c. Upon reasonable notice, the Owner must allow

LP agents to enter the property and building

on which the Products are installed to inspect

such Products.

This warranty gives you specific legal rights,

and you may also have other rights which vary

in each state or province.

LP is a registered trademark of Louisiana-Pacific Corporation.

© 2006 Louisiana-Pacific Corporation. All rights reserved.

Specifications (details) subject to change without notice. PT I5M

EW6100IN-C 2/06


Warranty

11

For a copy of the LP Structural Products Limited Lifetime Warranty,call 1.888.820.0325 or visit our Web site at www.lpcorp.com.


LP is a registered trademark of Louisiana-Pacific Corporation. © 2006 Louisiana-Pacific Corporation. All rights reserved. Printed in USA. MW 5MSpecifications (details) subject to change without notice.

LPEW0041 3/07

For more information on the full line of LP Engineered Wood Products or the nearest distributor, please contact 1.888.820.0325or e-mail [email protected]. Visit our Web site at www.lpcorp.com.

LP Engineered Wood Products are manufactured at different locationsin the United States and Canada. Please verify availability with the LPEngineered Wood Products distributor in your area before specifyingthese products.


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