Technical Guide for Light-Frame Commercial and Multifamily Construction

Please verify availability with the LP SolidStart Engineered Wood Products distributor in your area prior to specifying these products.

LP SolidStart

Technical Guide for Light-Frame Commercial and

Multifamily ConstructionLPI® 20Plus, 32Plus, 36, 42Plus, 52Plus, 56 Series I-Joists and 2900Fb-2.0E LVL

Limit States Design

Distributed in Canada by Taiga Building Products

2

Light-Frame Commercial and Multifamily Building Solutions from LP Building Products.

Introduction

LP® SolidStart® ENGINEERED WOOD PRODUCTS. ADVANTAGES YOU CAN USE.

LP SolidStart Engineered Wood Products provide solid,

true and uniform building solutions for not only residential

construction but for light-frame commercial and multifamily

projects as well.

Our products deliver sustainability benefits and cost

efficiencies that traditional lumber can’t match. They offer

superior strength, durability and consistency. They cut and work

just like traditional wood. And they resist cupping, warping,

twisting and shrinking. So you save time and money during

construction while delivering advantages your customers will

enjoy for years to come.

This guide features design information especially for builders

using our engineered wood products in light-frame commercial

and multifamily construction.

LIFETIME LIMITED WARRANTYLP SolidStart Engineered Wood Products are backed by a

lifetime limited warranty. Visit LPCorp.com or call 1.888.820.0325 for a copy of the warranty.

Page Header

3

I-JOISTS

Product Specifications & Design Values . . . . . . . . . . .4-5

Floor Span Tables . . . . . . . . . . . . . . . . . . . . . . . 6-15

Roof Span Tables: Low Slope . . . . . . . . . . . . . . . . . 16-17

Roof Span Tables: High Slope . . . . . . . . . . . . . . . .18-19

Web Hole Specifications: Circular Holes . . . . . . . . . . . . 20

Web Hole Specifications: Rectangular Holes . . . . . . . . . 21

Web Stiffeners . . . . . . . . . . . . . . . . . . . . . . . . . . 22

Sprinkler Details . . . . . . . . . . . . . . . . . . . . . . . . . 23

Floor Details . . . . . . . . . . . . . . . . . . . . . . . . . 24-25

Roof Details . . . . . . . . . . . . . . . . . . . . . . . . . . . 26

LVL

LVL Product Specifications & Design Values . . . . . . . . . 27

2900Fb-2.0E Uniform Floor Load (PLF) Tables . . . . . 28-29

2900Fb-2.0E Uniform Roof Load (PLF) Tables . . . . . . 30-31

Temporary Bracing . . . . . . . . . . . . . . . . . . . . . . . 32

Installation Details . . . . . . . . . . . . . . . . . . . . . . . 33

Connection of Multiple Ply Beams . . . . . . . . . . . . . . 34

Connection Details . . . . . . . . . . . . . . . . . . . . . . . 35

2900Fb-2.0E Column Design Tables . . . . . . . . . . . . . . 36

Fastening Details for 1-3/4" LP LVL Built-Up Columns . . . 37

GENERAL INFORMATION

LP® SolidStart® Rim Board . . . . . . . . . . . . . . . . . . . 38

Handling and Storage Guidelines and Warnings . . . . . . . 39

Table of Contents

4

Product Specifications & Design Values

LIMIT STATES DESIGN VALUES

Series DepthWeight Factored Moment EI x 106 K x 106 Factored Shear

(plf) (lb-ft) (lb-in2) (lb-ft/in) (lbs)

LPI 20Plus

9-1/2" 2.6 4670 185 0.358 199011-7/8" 2.9 6250 318 0.438 2345

14" 3.1 7320 474 0.512 265016" 3.3 8400 652 0.582 2950

LPI 32Plus

9-1/2" 2.6 5570 221 0.358 199011-7/8" 2.9 7210 375 0.438 2345

14" 3.1 8680 549 0.512 265016" 3.3 10065 743 0.582 2950

LPI 36

11-7/8" 3.1 10715 429 0.468 255014" 3.4 12900 622 0.550 289016" 3.6 14960 836 0.625 319018" 3.9 16860 1082 0.700 345020" 4.1 18740 1360 0.774 366022" 4.4 20610 1669 0.850 384524" 4.6 22460 2010 0.922 3985

LPI 42Plus

9-1/2" 3.4 8940 321 0.412 211511-7/8" 3.5 11585 547 0.515 2565

14" 3.8 13950 802 0.607 296016" 4.0 16180 1092 0.693 334018" 4.4 18290 1333 0.960 403520" 4.6 20245 1688 1.067 441022" 5.2 22175 2088 1.173 478524" 5.5 24080 2534 1.280 5160

LPI 52Plus11-7/8" 4.5 14085 600 0.633 3245

14" 4.8 16960 874 0.747 368016" 5.0 19670 1183 0.853 4080

LPI 56

11-7/8" 4.5 16920 668 0.549 324514" 4.8 20370 968 0.641 368016" 5.0 23625 1301 0.729 408018" 5.3 26630 1684 0.817 449020" 5.5 29610 2115 0.905 490022" 5.8 32560 2597 0.993 530524" 6.0 35490 3127 1.081 5715

NOTES:1. LP® SolidStart® I-Joists shall be designed for dry-use conditions only. Dry-use applies to products installed in dry, covered and well ventilated

interior conditions in which the equivalent average moisture content in lumber will not exceed 15% nor a maximum of 19%.2. Moment and Shear are the factored resistances for standard load duration and shall be adjusted according to code.3. Moment resistance shall not be increased for repetitive member use.4. Deflection calculations shall include both bending and shear deformations.

Deflection for a simple span, uniform load: ∆ = + Where: ∆ = deflection (in) EI = bending stiffness (from table) w = uniform load (plf) K = shear stiffness (from table) L = design span (ft) Equations for other conditions can be found in engineering references.

22.5wL4 wL2

El K

LPI 36

2-1/4"

11-7/8," 14," 16," 18," 20,"

22" or 24"

3/8"

1-1/2"

LPI 42PLUS

3-1/2"

9-1/2," 11-7/8,"

14" or 16"

3/8"

1-1/2"

LPI 42PLUS

3-1/2"

18," 20," 22" or 24"

7/16"

1-1/2"

PROFILE DETAILS

LPI 20PLUS & LPI 32PLUS LPI 52PLUS* & LPI 56

2-1/2"

9-1/2," 11-7/8,"

14" or 16"

3/8"

1-1/2"

3-1/2"

7/16"

1-1/2"*LPI 52Plus is only available in 11-7/8," 14" & 16" depths

11-7/8," 14," 16," 18," 20,"

22" or 24"

5

Product Specifications & Design Values

FLANGE FACE NAILING

Series Common Wire Nail Size

Minimum Nail Distanceoc Spacing End

LPI 20Plus, LPI 32Plus LPI 42Plus & LPI 52Plus

2-1/2" 2" 1"3" 3" 1-1/2"

3-1/4" 3" 1-1/2"3-1/2" 4" 1-1/2"

LPI 36 &

LPI 56

2-1/2" 3" 1-1/2"3" 3" 1-1/2"

3-1/4" 3" 1-1/2"3-1/2" 5" 1-1/2"

NOTES:1. Use only 2-1/2" or 3" nails when securing an LPI floor or roof joist to its supports.2. Power-driven nails shall have a yield strength equivalent to common wire nails of the same

shank diameter.

RIM AND BLOCKING CAPACITY

Series DepthFactored Vertical Load Resistance

(plf)

LPI 20Plus

9-1/2" 267011-7/8" 2470

14" 225016" 2110

LPI 32Plus

9-1/2" 309011-7/8" 3090

14" 225016" 2110

LPI 36

11-7/8" 253014" 253016" 253018" 182020" 182022" 168024" 1540

LPI 42Plus

9-1/2" 309011-7/8" 3090

14" 225016" 211018" 238020" 222022" 182024" 1540

LPI 52Plus 11-7/8" 3380

14" 310016" 2670

LPI 56

11-7/8" 338014" 310016" 267018" 238020" 222022" 182024" 1540

NOTES:1. The Factored Vertical Load Resistance is the capacity in pounds per

lineal foot of length (plf) and shall not be adjusted for load duration.2. Concentrated vertical loads require the addition of squash blocks.

Do not use LPI rim or blocking to support concentrated vertical loads.3. The Factored Lateral Load Resistance for all series above is 260 plf

but may be limited by the connection details used. Do not exceed the Flange Face Nailing requirements to the left.

FACTORED REACTION AND BEARING RESISTANCE

Series Depth

End Reaction Resistance1 (lbs) Interior Reaction Resistance1 (lbs) Flange Bearing Resistance2,3

φfcp(psi)

Minimum Bearing Maximum Bearing (4") Minimum Bearing (3-1/2") Maximum Bearing (5-1/2")W/out

StiffenersWith

StiffenersBearing Length

W/out Stiffeners

With Stiffeners

W/out Stiffeners

With Stiffeners

W/out Stiffeners

With Stiffeners

LPI 20Plus

9-1/2" 1530 1800 1-1/2" 1750 1990 3465 3750 3865 4160

61411-7/8" 1530 2010 1-1/2" 1830 2345 3680 3985 4095 4465

14" 1530 2200 1-1/2" 1895 2650 3875 4205 4300 474516" 1530 2385 1-1/2" 1955 2950 4055 4410 4500 5010

LPI 32Plus

9-1/2" 1530 1800 1-1/2" 1750 1990 3465 3750 3865 4160

75411-7/8" 1530 2010 1-1/2" 1830 2345 3680 3985 4095 4465

14" 1530 2200 1-1/2" 1895 2650 3875 4205 4300 474516" 1530 2385 1-1/2" 1955 2950 4055 4410 4500 5010

LPI 36

11-7/8" 1620 2370 1-1/2" 2030 2550 3940 4900 4475 5475

800

14" 1620 2390 1-1/2" 2090 2890 3940 5060 4475 562516" 1620 2405 1-1/2" 2145 3190 3940 5215 4475 577018" 1855 2840 2-1/2" 2200 3450 3940 5375 4475 592020" 1870 2935 2-1/2" 2255 3660 3940 5525 4475 606022" 1895 3025 2-1/2" 2310 3845 3940 5680 4475 620524" 1920 3095 2-1/2" 2370 3985 3940 5840 4475 6355

LPI 42Plus

9-1/2" 1870 2115 1-1/2" 2060 2115 4575 4885 4640 5045

754

11-7/8" 1965 2385 1-1/2" 2520 2565 4775 5270 4925 555014" 2050 2620 1-1/2" 2520 2960 4955 5625 5175 600516" 2130 2840 1-1/2" 2520 3340 5120 5960 5420 644018" 2370 3640 2-1/2" 2670 4035 5445 6765 6075 730020" 2370 3865 2-1/2" 2670 4410 5445 6960 6075 763022" 2370 4095 2-1/2" 2670 4785 5445 7150 6075 794024" 2370 4270 2-1/2" 2670 5160 5445 7325 6075 8225

LPI 52Plus11-7/8" 2160 2875 1-1/2" 2670 3245 5400 6315 5740 6645

75414" 2185 3110 1-1/2" 2910 3680 5420 6725 5910 716516" 2210 3330 1-1/2" 3135 4080 5445 7110 6075 7665

LPI 56

11-7/8" 1805 2620 1-1/2" 2390 3245 4940 6090 5795 6410

800

14" 1805 2770 1-1/2" 2425 3680 4940 6400 5795 678516" 1805 2910 1-1/2" 2455 4080 4940 6700 5795 714018" 2075 3630 2-1/2" 2485 4490 4940 7000 5795 749520" 2090 3875 2-1/2" 2520 4900 4940 7290 5795 785522" 2105 4120 2-1/2" 2550 5305 4940 7590 5795 821024" 2115 4370 2-1/2" 2580 5715 4940 7890 5795 8570

NOTES:1. End and Interior Reaction Resistance shall be limited by the Flange Bearing Resistance or the bearing

resistance of the support material, whichever is less. 2. The Flange Bearing Resistance is the specified strength in compression perpendicular-to-grain (fcp) of

the I-joist flange multiplied by φ = 0.8. 3. To account for eased edges when determining the compressive resistance perpendicular-to-grain (Qr

and Q'r) of the I-joist flange and of the support material, subtract the following from the nominal flange width of the I-joist:

• subtract 0.25" for the LPI 18, LPI 20Plus, LPI 32Plus, LPI 42Plus & LPI 52Plus • subtract 0.10" for the LPI 36 & LPI 564. Reaction Resistance, Flange Bearing Resistance and the bearing resistance of any wood support are for

standard load duration and shall be reduced according to code for longer loading duration.5. Reaction Resistance and Flange Bearing Resistance may be increased over that tabulated for the

minimum bearing length. Linear interpolation of the Reaction Resistance between the minimum and maximum bearing length is permitted. Bearing lengths longer than the maximum do not further increase Reaction Resistance. Flange Bearing Resistance and that of a wood support will increase with additional bearing length.

I-JOISTS

EXAMPLE:Determine the stiffened end reaction resistance for a 14" LPI 32Plus with 2" of bearing, supported on an SPF wall plate (768 psi).

1. Determine End Reaction (ER) w/ Stiffeners: ER = 2200 + (2650 - 2200) * (2" - 1.5")/(4" - 1.5") = 2290 lbs

2. Determine Flange Bearing Resistance (FBR): FBR = 754 psi * (2.5" - 0.25") * 2" = 3393 lbs

3. Determine wall Plate Bearing Resistance (PBR): PBR = 0.8 * 768 psi * (2.5" - 0.25") * 2" = 2764 lbs

4. Final End Reaction Resistance w/ Stiffeners = 2290 lbs

6

Floor Span Tables: 40 psf Live Load, 25 psf Dead Load, 23/32" OSB Sheathing

TO USE:1. Select the appropriate table based on the floor system construction.2. Select the Simple Span or Continuous Span section of the table, as required.3. Find a span that meets or exceeds the required clear span.4. Read the corresponding joist series, 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 sele cting a joist. Some conditions are controlled by Continuous Span rather than Simple Span.

40 PSF LIVE LOAD, 25 PSF DEAD LOAD: 23/32" OSB SHEATHING, GLUED & NAILED

Series DepthNo Direct Attached Ceiling Direct Attached 1/2" Gypsum Ceiling

Maximum Simple Spans Maximum Continuous Spans Maximum Simple Spans Maximum Continuous Spans12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc 12" oc 16" oc 19.2" oc 24" oc

LPI 20Plus

9-1/2" 16'-5" 15'-6" 14'-11" 14'-0" 17'-9" 16'-9" 15'-9" 14'-1" 16'-10" 15'-11" 15'-2" 14'-0" 18'-4" 17'-3" 15'-9" 14'-1"11-7/8" 18'-6" 17'-4" 16'-9" 16'-1" 20'-5" 19'-0" 18'-2" 16'-4" 19'-1" 17'-10" 17'-3" 16'-5" 21'-2" 19'-9" 18'-3" 16'-4"

14" 20'-7" 19'-1" 18'-3" 17'-6" 22'-9" 21'-1" 19'-9" 17'-8" 21'-4" 19'-10" 18'-11" 17'-9" 23'-7" 21'-8" 19'-9" 17'-8"16" 22'-5" 20'-10" 19'-10" 18'-10" 24'-10" 23'-0" 21'-2" 18'-11" 23'-3" 21'-7" 20'-8" 19'-0" 25'-9" 23'-3" 21'-2" 18'-11"

LPI 32Plus

9-1/2" 16'-11" 15'-11" 15'-4" 14'-9" 18'-4" 17'-3" 16'-8" 15'-5" 17'-4" 16'-4" 15'-9" 14'-10" 18'-11" 17'-8" 17'-1" 15'-5"11-7/8" 19'-2" 17'-10" 17'-2" 16'-6" 21'-2" 19'-8" 18'-9" 17'-2" 19'-9" 18'-4" 17'-7" 16'-11" 21'-10" 20'-4" 19'-5" 17'-2"

14" 21'-3" 19'-8" 18'-9" 17'-10" 23'-6" 21'-9" 20'-9" 18'-1" 21'-11" 20'-4" 19'-5" 18'-5" 24'-3" 22'-7" 21'-7" 18'-1"16" 23'-1" 21'-5" 20'-5" 19'-4" 25'-6" 23'-8" 22'-7" 19'-0" 23'-10" 22'-2" 21'-2" 20'-1" 26'-5" 24'-7" 23'-3" 19'-0"

LPI 36

11-7/8" 19'-9" 18'-3" 17'-7" 16'-10" 21'-10" 20'-3" 19'-4" 18'-4" 20'-4" 18'-10" 18'-0" 17'-3" 22'-6" 20'-11" 19'-11" 18'-11"14" 21'-10" 20'-3" 19'-4" 18'-4" 24'-2" 22'-5" 21'-4" 19'-10" 22'-6" 20'-11" 19'-11" 18'-11" 24'-11" 23'-2" 22'-1" 19'-10"16" 23'-9" 22'-0" 20'-11" 19'-10" 26'-3" 24'-4" 23'-2" 19'-10" 24'-5" 22'-8" 21'-8" 20'-7" 27'-1" 25'-2" 24'-0" 19'-10"18" 25'-6" 23'-7" 22'-6" 21'-4" 28'-2" 26'-1" 24'-11" 19'-10" 26'-3" 24'-5" 23'-3" 22'-1" 29'-1" 27'-0" 24'-11" 19'-10"20" 27'-2" 25'-2" 24'-0" 22'-9" 30'-1" 27'-10" 24'-11" 19'-10" 28'-0" 26'-0" 24'-10" 23'-7" 31'-0" 28'-10" 24'-11" 19'-10"22" 28'-10" 26'-8" 25'-5" 24'-1" 31'-10" 29'-6" 24'-11" 19'-10" 29'-8" 27'-7" 26'-4" 25'-0" 33'-2" 30'-0" 24'-11" 19'-10"24" 30'-4" 28'-1" 26'-9" 25'-4" 34'-1" 30'-0" 24'-11" 19'-10" 31'-3" 29'-1" 27'-9" 26'-4" 35'-6" 30'-0" 24'-11" 19'-10"

LPI 42Plus

9-1/2" 18'-0" 17'-0" 16'-4" 15'-8" 19'-11" 18'-6" 17'-8" 17'-0" 18'-6" 17'-4" 16'-8" 16'-0" 20'-5" 19'-0" 18'-1" 17'-4"11-7/8" 20'-10" 19'-3" 18'-4" 17'-7" 23'-1" 21'-4" 20'-4" 19'-3" 21'-4" 19'-10" 18'-10" 17'-11" 23'-8" 21'-11" 20'-11" 19'-10"

14" 23'-2" 21'-5" 20'-5" 19'-4" 25'-8" 23'-8" 22'-7" 21'-5" 23'-9" 22'-0" 21'-0" 19'-10" 26'-4" 24'-5" 23'-3" 22'-1"16" 25'-3" 23'-4" 22'-2" 21'-0" 27'-11" 25'-10" 24'-7" 23'-3" 25'-11" 24'-0" 22'-10" 21'-8" 28'-8" 26'-7" 25'-4" 24'-0"18" 26'-11" 24'-11" 23'-8" 22'-5" 29'-9" 27'-6" 26'-3" 24'-10" 27'-7" 25'-7" 24'-5" 23'-2" 30'-7" 28'-4" 27'-1" 25'-8"20" 28'-9" 26'-7" 25'-4" 24'-0" 31'-9" 29'-5" 28'-0" 26'-6" 29'-6" 27'-5" 26'-1" 24'-9" 32'-10" 30'-4" 28'-11" 27'-5"22" 30'-6" 28'-2" 26'-10" 25'-5" 34'-4" 31'-2" 29'-8" 28'-1" 31'-4" 29'-1" 27'-9" 26'-3" 35'-7" 32'-3" 30'-8" 29'-1"24" 32'-3" 29'-9" 28'-4" 26'-10" 36'-10" 33'-3" 31'-4" 29'-8" 33'-5" 30'-8" 29'-3" 27'-9" 38'-2" 34'-8" 32'-6" 30'-3"

LPI 52Plus

11-7/8" 21'-5" 19'-10" 18'-10" 17'-11" 23'-8" 21'-11" 20'-10" 19'-10" 21'-11" 20'-4" 19'-4" 18'-4" 24'-3" 22'-6" 21'-5" 20'-4"14" 23'-9" 21'-11" 20'-11" 19'-10" 26'-3" 24'-4" 23'-2" 21'-11" 24'-4" 22'-6" 21'-6" 20'-4" 26'-11" 24'-11" 23'-10" 22'-7"16" 25'-10" 23'-11" 22'-9" 21'-6" 28'-7" 26'-5" 25'-2" 23'-10" 26'-6" 24'-6" 23'-4" 22'-2" 29'-3" 27'-2" 25'-11" 24'-6"

LPI 56

11-7/8" 21'-10" 20'-2" 19'-2" 18'-2" 24'-2" 22'-4" 21'-3" 20'-2" 22'-4" 20'-8" 19'-8" 18'-8" 24'-9" 22'-11" 21'-10" 20'-8"14" 24'-3" 22'-4" 21'-3" 20'-2" 26'-10" 24'-9" 23'-7" 22'-4" 24'-9" 22'-11" 21'-10" 20'-8" 27'-5" 25'-5" 24'-2" 22'-11"16" 26'-4" 24'-3" 23'-1" 21'-10" 29'-1" 26'-11" 25'-7" 24'-2" 26'-11" 24'-11" 23'-8" 22'-5" 29'-10" 27'-7" 26'-4" 24'-11"18" 28'-3" 26'-1" 24'-10" 23'-5" 31'-4" 28'-11" 27'-6" 26'-0" 28'-11" 26'-9" 25'-6" 24'-1" 32'-0" 29'-8" 28'-3" 26'-9"20" 30'-2" 27'-10" 26'-5" 25'-0" 33'-10" 30'-10" 29'-3" 27'-8" 30'-10" 28'-7" 27'-2" 25'-9" 34'-11" 31'-8" 30'-2" 28'-7"22" 31'-11" 29'-5" 28'-0" 26'-5" 36'-7" 32'-10" 31'-0" 29'-4" 32'-11" 30'-3" 28'-10" 27'-3" 37'-9" 34'-1" 31'-11" 30'-3"24" 34'-3" 31'-0" 29'-6" 27'-10" 39'-2" 35'-3" 32'-11" 30'-11" 35'-4" 31'-11" 30'-5" 28'-9" 40'-5" 36'-7" 34'-3" 31'-8"

Span

Simple (single) Span Application

SpanSpan Span

Continuous (multiple) Span Application

NOTES:1. Joist spans have been calculated in accordance with CSA 086 for the specified uniform floor loads listed. Concentrated load cases, where required, shall be evaluated by the designer.2. The spans listed are the clear distance between supports. Continuous spans are based on the longest span. The shortest span shall not be less than 50% of the longest span.

Refer to the Uplift Coefficients table below to determine the required uplift restraint for the end of the shorter span of continuous, unequal span joists.3. Vibration has been checked in accordance with CCMC concluding report (dated September 4, 1997) with glued & nailed floor sheathing, with or without a direct attached 1/2" gypsum

ceiling, as indicated in the table.4. The floor sheathing shall be 1F24 rated OSB conforming to CSA O325 and shall be glued to the joists with an elastomeric adhesive conforming to CGSB Standard CAN-CGSB-71.26-M88.5. Uniform load deflection is limited to the following: L/360 on live load and L/240 on total load based on bare joist properties only. Long term deflection (creep) has not been considered.

The designer shall evaluate live and total load deflection, and creep in the final design of the member.6. The spans are based on an end bearing length of 1-3/4" for joists up to 16" deep and 2-1/2" for joists 18" and deeper. An interior bearing length of at least 3-1/2" is required. The spans

are limited to the bearing resistance of an SPF wall plate.7. Web stiffeners are not required for the spans in these tables except where bold. For spans in bold, web stiffeners shall be installed at all supports. 8. Web fillers are required for I-Joists seated in hangers that do not laterally support the top flange or for hangers that require nailing into the web.9. Provide lateral support at points of bearing to prevent twisting of joists.10. Use in dry service conditions only.11. For conditions not covered or for additional information contact your LP® SolidStart® Engineered Wood Products distributor.

UPLIFT COEFFICIENTSShort span / Long span 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00Coefficient A 0.375 0.709 1.088 1.514 1.989 2.516 3.096 3.732 4.427 5.182 6.000Coefficient B 6.00 6.82 7.68 8.58 9.52 10.5 11.52 12.58 13.68 14.82 16.00

NOTE: For joists continuous over two or more spans, where the short span is at least 50% of the long span, the end of the short span shall be anchored to resist any uplift force as indicated by a negative value from the following: Factored Uplift Force (lb) = L * s * (A * Df - Lf) / B (a negative value represents uplift that must be restrained) Where L = longest span (ft), s = joist spacing (ft), Df = factored dead load (psf), Lf = factored live load (psf), A and B are coefficients given in the table

7

Floor Span Tables: 40 psf Live Load, 35 psf Dead Load, 23/32" OSB SheathingI-JOISTS


CAUTION: For floor systems that require both Simple Span and Continuous Span joists, it is a good idea to check both before selecting a joist. Some conditions are controlled by Continuous Span rather than Simple Span.




LPI 20Plus

9-1/2" 16'-5" 15'-5" 14'-5" 13'-3" 17'-9" 16'-2" 14'-9" 13'-2" 16'-10" 15'-5" 14'-5" 13'-3" 18'-4" 16'-2" 14'-9" 13'-2"11-7/8" 18'-6" 17'-4" 16'-9" 15'-4" 20'-5" 18'-9" 17'-1" 15'-1" 19'-1" 17'-10" 17'-2" 15'-4" 21'-2" 18'-9" 17'-1" 15'-1"

14" 20'-7" 19'-1" 18'-3" 16'-7" 22'-9" 20'-4" 18'-6" 15'-11" 21'-4" 19'-10" 18'-7" 16'-7" 23'-6" 20'-4" 18'-6" 15'-11"16" 22'-5" 20'-10" 19'-10" 17'-10" 24'-10" 21'-9" 19'-10" 16'-8" 23'-3" 21'-7" 19'-11" 17'-10" 25'-2" 21'-9" 19'-10" 16'-8"

LPI 32Plus

9-1/2" 16'-11" 15'-11" 15'-3" 14'-1" 18'-4" 17'-3" 16'-2" 14'-2" 17'-4" 16'-4" 15'-3" 14'-1" 18'-11" 17'-8" 16'-2" 14'-2"11-7/8" 19'-2" 17'-10" 17'-2" 16'-6" 21'-2" 19'-8" 18'-5" 15'-1" 19'-9" 18'-4" 17'-7" 16'-6" 21'-10" 20'-2" 18'-5" 15'-1"

14" 21'-3" 19'-8" 18'-9" 17'-10" 23'-6" 21'-9" 19'-11" 15'-11" 21'-11" 20'-4" 19'-5" 18'-1" 24'-3" 22'-2" 19'-11" 15'-11"16" 23'-1" 21'-5" 20'-5" 19'-4" 25'-6" 23'-8" 20'-11" 16'-8" 23'-10" 22'-2" 21'-2" 19'-6" 26'-5" 23'-11" 20'-11" 16'-8"

LPI 36

11-7/8" 19'-9" 18'-3" 17'-7" 16'-10" 21'-10" 20'-3" 19'-4" 17'-5" 20'-4" 18'-10" 18'-0" 17'-3" 22'-6" 20'-11" 19'-11" 17'-5"14" 21'-10" 20'-3" 19'-4" 18'-4" 24'-2" 22'-5" 21'-4" 17'-5" 22'-6" 20'-11" 19'-11" 18'-11" 24'-11" 23'-2" 21'-10" 17'-5"16" 23'-9" 22'-0" 20'-11" 19'-10" 26'-3" 24'-4" 21'-10" 17'-5" 24'-5" 22'-8" 21'-8" 20'-7" 27'-1" 25'-2" 21'-10" 17'-5"18" 25'-6" 23'-7" 22'-6" 21'-4" 28'-2" 26'-1" 21'-10" 17'-5" 26'-3" 24'-5" 23'-3" 22'-1" 29'-1" 26'-4" 21'-10" 17'-5"20" 27'-2" 25'-2" 24'-0" 22'-9" 30'-1" 26'-4" 21'-10" 17'-5" 28'-0" 26'-0" 24'-10" 23'-7" 31'-0" 26'-4" 21'-10" 17'-5"22" 28'-10" 26'-8" 25'-5" 24'-1" 31'-10" 26'-4" 21'-10" 17'-5" 29'-8" 27'-7" 26'-4" 25'-0" 33'-2" 26'-4" 21'-10" 17'-5"24" 30'-4" 28'-1" 26'-9" 25'-4" 34'-1" 26'-4" 21'-10" 17'-5" 31'-3" 29'-1" 27'-9" 26'-4" 35'-3" 26'-4" 21'-10" 17'-5"

LPI 42Plus

9-1/2" 18'-0" 17'-0" 16'-4" 15'-8" 19'-11" 18'-6" 17'-8" 16'-1" 18'-6" 17'-4" 16'-8" 16'-0" 20'-5" 19'-0" 18'-1" 16'-1"11-7/8" 20'-10" 19'-3" 18'-4" 17'-7" 23'-1" 21'-4" 20'-4" 19'-3" 21'-4" 19'-10" 18'-10" 17'-11" 23'-8" 21'-11" 20'-11" 19'-6"

14" 23'-2" 21'-5" 20'-5" 19'-4" 25'-8" 23'-8" 22'-7" 21'-4" 23'-9" 22'-0" 21'-0" 19'-10" 26'-4" 24'-5" 23'-3" 21'-4"16" 25'-3" 23'-4" 22'-2" 21'-0" 27'-11" 25'-10" 24'-7" 22'-8" 25'-11" 24'-0" 22'-10" 21'-8" 28'-8" 26'-7" 25'-4" 22'-8"18" 26'-11" 24'-11" 23'-8" 22'-5" 29'-9" 27'-6" 26'-3" 24'-10" 27'-7" 25'-7" 24'-5" 23'-2" 30'-7" 28'-4" 27'-1" 25'-8"20" 28'-9" 26'-7" 25'-4" 24'-0" 31'-9" 29'-5" 28'-0" 26'-5" 29'-6" 27'-5" 26'-1" 24'-9" 32'-10" 30'-4" 28'-11" 26'-5"22" 30'-6" 28'-2" 26'-10" 25'-5" 34'-4" 31'-2" 29'-8" 26'-6" 31'-4" 29'-1" 27'-9" 26'-3" 35'-7" 32'-3" 30'-8" 26'-6"24" 32'-3" 29'-9" 28'-4" 26'-10" 36'-10" 33'-3" 31'-4" 26'-6" 33'-5" 30'-8" 29'-3" 27'-9" 38'-2" 34'-8" 32'-6" 26'-6"

LPI 52Plus

11-7/8" 21'-5" 19'-10" 18'-10" 17'-11" 23'-8" 21'-11" 20'-10" 19'-10" 21'-11" 20'-4" 19'-4" 18'-4" 24'-3" 22'-6" 21'-5" 20'-4"14" 23'-9" 21'-11" 20'-11" 19'-10" 26'-3" 24'-4" 23'-2" 21'-11" 24'-4" 22'-6" 21'-6" 20'-4" 26'-11" 24'-11" 23'-10" 22'-7"16" 25'-10" 23'-11" 22'-9" 21'-6" 28'-7" 26'-5" 25'-2" 23'-10" 26'-6" 24'-6" 23'-4" 22'-2" 29'-3" 27'-2" 25'-11" 24'-6"

LPI 56

11-7/8" 21'-10" 20'-2" 19'-2" 18'-2" 24'-2" 22'-4" 21'-3" 20'-2" 22'-4" 20'-8" 19'-8" 18'-8" 24'-9" 22'-11" 21'-10" 20'-8"14" 24'-3" 22'-4" 21'-3" 20'-2" 26'-10" 24'-9" 23'-7" 22'-4" 24'-9" 22'-11" 21'-10" 20'-8" 27'-5" 25'-5" 24'-2" 22'-11"16" 26'-4" 24'-3" 23'-1" 21'-10" 29'-1" 26'-11" 25'-7" 24'-2" 26'-11" 24'-11" 23'-8" 22'-5" 29'-10" 27'-7" 26'-4" 24'-11"18" 28'-3" 26'-1" 24'-10" 23'-5" 31'-4" 28'-11" 27'-6" 26'-0" 28'-11" 26'-9" 25'-6" 24'-1" 32'-0" 29'-8" 28'-3" 26'-7"20" 30'-2" 27'-10" 26'-5" 25'-0" 33'-10" 30'-10" 29'-3" 27'-8" 30'-10" 28'-7" 27'-2" 25'-9" 34'-11" 31'-8" 30'-2" 27'-9"22" 31'-11" 29'-5" 28'-0" 26'-5" 36'-7" 32'-10" 31'-0" 27'-9" 32'-11" 30'-3" 28'-10" 27'-3" 37'-9" 34'-1" 31'-11" 27'-9"24" 34'-3" 31'-0" 29'-6" 27'-10" 39'-2" 35'-3" 32'-11" 27'-9" 35'-4" 31'-11" 30'-5" 28'-9" 40'-5" 36'-7" 34'-3" 27'-9"

Span


SpanSpan Span




ceiling, as indicated in the table.4. The floor sheathing shall be 1F24 rated OSB conforming to CSA O325 and shall be glued to the joists with an elastomeric adhesive conforming to CGSB Standard CAN-CGSB-71.26-M88.5. Uniform load deflection is limited to the following: L/360 on live load and L/240 on total load based on bare joist properties only. Long term deflection (creep) has not been considered.

The designer shall evaluate live and total load deflection, and creep in the final design of the member.6. The spans are based on an end bearing length of 1-3/4" for joists up to 16" deep and 2-1/2" for joists 18" and deeper. An interior bearing length of at least 3-1/2" is required. The spans




8







LPI 20Plus

9-1/2" 16'-1" 14'-8" 13'-10" 12'-5" 17'-6" 15'-1" 13'-9" 12'-4" 16'-1" 14'-8" 13'-10" 12'-5" 17'-6" 15'-1" 13'-9" 12'-4"11-7/8" 18'-6" 17'-4" 16'-1" 14'-4" 20'-3" 17'-6" 16'-0" 13'-1" 19'-1" 17'-6" 16'-1" 14'-4" 20'-3" 17'-6" 16'-0" 13'-1"

14" 20'-7" 19'-1" 17'-5" 15'-6" 21'-11" 19'-0" 17'-4" 13'-10" 21'-4" 19'-1" 17'-5" 15'-6" 21'-11" 19'-0" 17'-4" 13'-10"16" 22'-5" 20'-5" 18'-7" 16'-8" 23'-6" 20'-4" 18'-3" 14'-7" 23'-3" 20'-5" 18'-7" 16'-8" 23'-6" 20'-4" 18'-3" 14'-7"

LPI 32Plus

9-1/2" 16'-11" 15'-5" 14'-7" 13'-6" 18'-4" 16'-6" 15'-1" 12'-4" 17'-0" 15'-5" 14'-7" 13'-6" 18'-6" 16'-6" 15'-1" 12'-4"11-7/8" 19'-2" 17'-10" 17'-2" 15'-5" 21'-2" 18'-10" 16'-6" 13'-1" 19'-9" 18'-4" 17'-3" 15'-5" 21'-9" 18'-10" 16'-6" 13'-1"

14" 21'-3" 19'-8" 18'-9" 16'-11" 23'-6" 20'-8" 17'-5" 13'-10" 21'-11" 20'-4" 18'-11" 16'-11" 23'-11" 20'-8" 17'-5" 13'-10"16" 23'-1" 21'-5" 20'-5" 18'-3" 25'-6" 22'-0" 18'-3" 14'-7" 23'-10" 22'-2" 20'-5" 18'-3" 25'-9" 22'-0" 18'-3" 14'-7"

LPI 36

11-7/8" 19'-9" 18'-3" 17'-7" 16'-9" 21'-10" 20'-3" 19'-1" 15'-2" 20'-4" 18'-10" 18'-0" 16'-9" 22'-6" 20'-10" 19'-1" 15'-2"14" 21'-10" 20'-3" 19'-4" 18'-4" 24'-2" 22'-5" 19'-1" 15'-2" 22'-6" 20'-11" 19'-11" 18'-11" 24'-11" 22'-11" 19'-1" 15'-2"16" 23'-9" 22'-0" 20'-11" 19'-1" 26'-3" 22'-11" 19'-1" 15'-2" 24'-5" 22'-8" 21'-8" 19'-1" 27'-1" 22'-11" 19'-1" 15'-2"18" 25'-6" 23'-7" 22'-6" 21'-4" 28'-2" 22'-11" 19'-1" 15'-2" 26'-3" 24'-5" 23'-3" 22'-1" 29'-1" 22'-11" 19'-1" 15'-2"20" 27'-2" 25'-2" 24'-0" 22'-9" 30'-1" 22'-11" 19'-1" 15'-2" 28'-0" 26'-0" 24'-10" 23'-7" 30'-9" 22'-11" 19'-1" 15'-2"22" 28'-10" 26'-8" 25'-5" 24'-1" 30'-9" 22'-11" 19'-1" 15'-2" 29'-8" 27'-7" 26'-4" 25'-0" 30'-9" 22'-11" 19'-1" 15'-2"24" 30'-4" 28'-1" 26'-9" 25'-4" 30'-9" 22'-11" 19'-1" 15'-2" 31'-3" 29'-1" 27'-9" 25'-7" 30'-9" 22'-11" 19'-1" 15'-2"

LPI 42Plus

9-1/2" 18'-0" 17'-0" 16'-3" 15'-1" 19'-11" 18'-6" 17'-7" 14'-0" 18'-6" 17'-4" 16'-3" 15'-1" 20'-5" 18'-10" 17'-7" 14'-0"11-7/8" 20'-10" 19'-3" 18'-4" 17'-7" 23'-1" 21'-4" 20'-4" 17'-0" 21'-4" 19'-10" 18'-10" 17'-11" 23'-8" 21'-11" 20'-11" 17'-0"

14" 23'-2" 21'-5" 20'-5" 19'-4" 25'-8" 23'-8" 22'-7" 18'-8" 23'-9" 22'-0" 21'-0" 19'-10" 26'-4" 24'-5" 23'-3" 18'-8"16" 25'-3" 23'-4" 22'-2" 21'-0" 27'-11" 25'-10" 24'-7" 19'-9" 25'-11" 24'-0" 22'-10" 21'-8" 28'-8" 26'-7" 24'-9" 19'-9"18" 26'-11" 24'-11" 23'-8" 22'-5" 29'-9" 27'-6" 26'-3" 22'-5" 27'-7" 25'-7" 24'-5" 23'-2" 30'-7" 28'-4" 27'-1" 22'-5"20" 28'-9" 26'-7" 25'-4" 24'-0" 31'-9" 29'-5" 28'-0" 23'-1" 29'-6" 27'-5" 26'-1" 24'-9" 32'-10" 30'-4" 28'-11" 23'-1"22" 30'-6" 28'-2" 26'-10" 25'-5" 34'-4" 31'-2" 29'-0" 23'-2" 31'-4" 29'-1" 27'-9" 26'-3" 35'-7" 32'-3" 29'-0" 23'-2"24" 32'-3" 29'-9" 28'-4" 26'-10" 36'-10" 33'-3" 29'-0" 23'-2" 33'-5" 30'-8" 29'-3" 27'-9" 38'-2" 34'-7" 29'-0" 23'-2"

LPI 52Plus

11-7/8" 21'-5" 19'-10" 18'-10" 17'-11" 23'-8" 21'-11" 20'-10" 19'-10" 21'-11" 20'-4" 19'-4" 18'-4" 24'-3" 22'-6" 21'-5" 20'-4"14" 23'-9" 21'-11" 20'-11" 19'-10" 26'-3" 24'-4" 23'-2" 21'-11" 24'-4" 22'-6" 21'-6" 20'-4" 26'-11" 24'-11" 23'-10" 22'-4"16" 25'-10" 23'-11" 22'-9" 21'-6" 28'-7" 26'-5" 25'-2" 23'-3" 26'-6" 24'-6" 23'-4" 22'-2" 29'-3" 27'-2" 25'-11" 23'-3"

LPI 56

11-7/8" 21'-10" 20'-2" 19'-2" 18'-2" 24'-2" 22'-4" 21'-3" 20'-2" 22'-4" 20'-8" 19'-8" 18'-8" 24'-9" 22'-11" 21'-10" 20'-2"14" 24'-3" 22'-4" 21'-3" 20'-2" 26'-10" 24'-9" 23'-7" 21'-3" 24'-9" 22'-11" 21'-10" 20'-8" 27'-5" 25'-5" 24'-2" 21'-3"16" 26'-4" 24'-3" 23'-1" 21'-10" 29'-1" 26'-11" 25'-7" 22'-3" 26'-11" 24'-11" 23'-8" 22'-5" 29'-10" 27'-7" 26'-4" 22'-3"18" 28'-3" 26'-1" 24'-10" 23'-5" 31'-4" 28'-11" 27'-6" 23'-2" 28'-11" 26'-9" 25'-6" 24'-1" 32'-0" 29'-8" 28'-3" 23'-2"20" 30'-2" 27'-10" 26'-5" 25'-0" 33'-10" 30'-10" 29'-3" 24'-2" 30'-10" 28'-7" 27'-2" 25'-9" 34'-11" 31'-8" 30'-2" 24'-2"22" 31'-11" 29'-5" 28'-0" 26'-5" 36'-7" 32'-10" 30'-4" 24'-3" 32'-11" 30'-3" 28'-10" 27'-3" 37'-9" 34'-1" 30'-4" 24'-3"24" 34'-3" 31'-0" 29'-6" 27'-10" 39'-2" 35'-3" 30'-4" 24'-3" 35'-4" 31'-11" 30'-5" 28'-9" 40'-5" 36'-6" 30'-4" 24'-3"

Span


SpanSpan Span




ceiling, as indicated in the table.4. The floor sheathing shall be 1F24 rated OSB conforming to CSA O325 and shall be glued to the joists with an elastomeric adhesive conforming to CGSB Standard CAN-CGSB-71.26-M88.5. Uniform load deflection is limited to the following: L/480 on live load and L/240 on total load based on composite action with the glued floor sheathing. Long term deflection (creep)

has not been considered. The designer shall evaluate live and total load deflection, and creep in the final design of the member.6. The spans are based on an end bearing length of 1-3/4" for joists up to 16" deep and 2-1/2" for joists 18" and deeper. An interior bearing length of at least 3-1/2" is required. The spans




9

Floor Span Tables: 50 psf Live Load, 45 psf Dead Load, 23/32" OSB SheathingI-JOISTS



Span


SpanSpan Span












LPI 20Plus

9-1/2" 16'-1" 14'-5" 13'-2" 11'-9" 16'-7" 14'-4" 13'-1" 11'-1" 16'-1" 14'-5" 13'-2" 11'-9" 16'-7" 14'-4" 13'-1" 11'-1"11-7/8" 18'-6" 16'-9" 15'-3" 13'-7" 19'-3" 16'-8" 14'-10" 11'-10" 19'-1" 16'-9" 15'-3" 13'-7" 19'-3" 16'-8" 14'-10" 11'-10"

14" 20'-7" 18'-2" 16'-6" 14'-9" 20'-10" 18'-1" 15'-8" 12'-6" 20'-11" 18'-2" 16'-6" 14'-9" 20'-10" 18'-1" 15'-8" 12'-6"16" 22'-5" 19'-5" 17'-8" 15'-10" 22'-5" 19'-4" 16'-6" 13'-2" 22'-6" 19'-5" 17'-8" 15'-10" 22'-5" 19'-4" 16'-6" 13'-2"

LPI 32Plus

9-1/2" 16'-11" 15'-5" 14'-5" 12'-10" 18'-2" 15'-8" 14'-0" 11'-1" 17'-0" 15'-5" 14'-5" 12'-10" 18'-2" 15'-8" 14'-0" 11'-1"11-7/8" 19'-2" 17'-10" 16'-5" 14'-8" 20'-9" 17'-11" 14'-10" 11'-10" 19'-9" 18'-0" 16'-5" 14'-8" 20'-9" 17'-11" 14'-10" 11'-10"

14" 21'-3" 19'-8" 18'-0" 16'-1" 22'-9" 18'-11" 15'-8" 12'-6" 21'-11" 19'-9" 18'-0" 16'-1" 22'-9" 18'-11" 15'-8" 12'-6"16" 23'-1" 21'-3" 19'-5" 17'-4" 24'-6" 19'-10" 16'-6" 13'-2" 23'-10" 21'-3" 19'-5" 17'-4" 24'-6" 19'-10" 16'-6" 13'-2"

LPI 36

11-7/8" 19'-9" 18'-3" 17'-7" 16'-9" 21'-10" 20'-3" 17'-2" 13'-8" 20'-4" 18'-10" 18'-0" 16'-9" 22'-6" 20'-9" 17'-2" 13'-8"14" 21'-10" 20'-3" 19'-4" 17'-3" 24'-2" 20'-9" 17'-2" 13'-8" 22'-6" 20'-11" 19'-11" 17'-3" 24'-11" 20'-9" 17'-2" 13'-8"16" 23'-9" 22'-0" 20'-11" 17'-3" 26'-3" 20'-9" 17'-2" 13'-8" 24'-5" 22'-8" 21'-8" 17'-3" 27'-1" 20'-9" 17'-2" 13'-8"18" 25'-6" 23'-7" 22'-6" 21'-2" 27'-9" 20'-9" 17'-2" 13'-8" 26'-3" 24'-5" 23'-3" 21'-2" 27'-9" 20'-9" 17'-2" 13'-8"20" 27'-2" 25'-2" 24'-0" 21'-11" 27'-9" 20'-9" 17'-2" 13'-8" 28'-0" 26'-0" 24'-10" 21'-11" 27'-9" 20'-9" 17'-2" 13'-8"22" 28'-10" 26'-8" 25'-5" 22'-7" 27'-9" 20'-9" 17'-2" 13'-8" 29'-8" 27'-7" 26'-4" 22'-7" 27'-9" 20'-9" 17'-2" 13'-8"24" 30'-4" 28'-1" 26'-9" 23'-1" 27'-9" 20'-9" 17'-2" 13'-8" 31'-3" 29'-1" 27'-9" 23'-1" 27'-9" 20'-9" 17'-2" 13'-8"

LPI 42Plus

9-1/2" 18'-0" 17'-0" 16'-3" 15'-1" 19'-11" 18'-6" 15'-10" 12'-8" 18'-6" 17'-4" 16'-3" 15'-1" 20'-5" 18'-10" 15'-10" 12'-8"11-7/8" 20'-10" 19'-3" 18'-4" 17'-7" 23'-1" 21'-4" 19'-4" 15'-5" 21'-4" 19'-10" 18'-10" 17'-11" 23'-8" 21'-11" 19'-4" 15'-5"

14" 23'-2" 21'-5" 20'-5" 19'-4" 25'-8" 23'-8" 21'-1" 16'-10" 23'-9" 22'-0" 21'-0" 19'-10" 26'-4" 24'-5" 21'-1" 16'-10"16" 25'-3" 23'-4" 22'-2" 21'-0" 27'-11" 25'-10" 22'-5" 17'-10" 25'-11" 24'-0" 22'-10" 21'-8" 28'-8" 26'-7" 22'-5" 17'-10"18" 26'-11" 24'-11" 23'-8" 22'-5" 29'-9" 27'-6" 25'-5" 20'-3" 27'-7" 25'-7" 24'-5" 23'-2" 30'-7" 28'-4" 25'-5" 20'-3"20" 28'-9" 26'-7" 25'-4" 24'-0" 31'-9" 29'-5" 26'-1" 20'-10" 29'-6" 27'-5" 26'-1" 24'-7" 32'-10" 30'-2" 26'-1" 20'-10"22" 30'-6" 28'-2" 26'-10" 25'-5" 34'-4" 31'-2" 26'-3" 20'-11" 31'-4" 29'-1" 27'-9" 25'-9" 35'-7" 31'-6" 26'-3" 20'-11"24" 32'-3" 29'-9" 28'-4" 26'-10" 36'-10" 31'-6" 26'-3" 20'-11" 33'-5" 30'-8" 29'-3" 26'-10" 38'-0" 31'-6" 26'-3" 20'-11"

LPI 52Plus

11-7/8" 21'-5" 19'-10" 18'-10" 17'-11" 23'-8" 21'-11" 20'-10" 18'-11" 21'-11" 20'-4" 19'-4" 18'-4" 24'-3" 22'-6" 21'-5" 18'-11"14" 23'-9" 21'-11" 20'-11" 19'-10" 26'-3" 24'-4" 23'-2" 20'-2" 24'-4" 22'-6" 21'-6" 20'-4" 26'-11" 24'-11" 23'-10" 20'-2"16" 25'-10" 23'-11" 22'-9" 21'-6" 28'-7" 26'-5" 25'-2" 21'-0" 26'-6" 24'-6" 23'-4" 22'-2" 29'-3" 27'-2" 25'-11" 21'-0"

LPI 56

11-7/8" 21'-10" 20'-2" 19'-2" 18'-2" 24'-2" 22'-4" 21'-3" 18'-3" 22'-4" 20'-8" 19'-8" 18'-8" 24'-9" 22'-11" 21'-10" 18'-3"14" 24'-3" 22'-4" 21'-3" 20'-2" 26'-10" 24'-9" 23'-7" 19'-2" 24'-9" 22'-11" 21'-10" 20'-8" 27'-5" 25'-5" 24'-1" 19'-2"16" 26'-4" 24'-3" 23'-1" 21'-10" 29'-1" 26'-11" 25'-2" 20'-1" 26'-11" 24'-11" 23'-8" 22'-5" 29'-10" 27'-7" 25'-2" 20'-1"18" 28'-3" 26'-1" 24'-10" 23'-5" 31'-4" 28'-11" 26'-3" 20'-11" 28'-11" 26'-9" 25'-6" 24'-1" 32'-0" 29'-8" 26'-3" 20'-11"20" 30'-2" 27'-10" 26'-5" 25'-0" 33'-10" 30'-10" 27'-5" 21'-10" 30'-10" 28'-7" 27'-2" 25'-9" 34'-11" 31'-8" 27'-5" 21'-10"22" 31'-11" 29'-5" 28'-0" 26'-5" 36'-7" 32'-10" 27'-5" 21'-10" 32'-11" 30'-3" 28'-10" 27'-3" 37'-9" 33'-0" 27'-5" 21'-10"24" 34'-3" 31'-0" 29'-6" 27'-10" 39'-2" 33'-0" 27'-5" 21'-10" 35'-4" 31'-11" 30'-5" 28'-9" 40'-5" 33'-0" 27'-5" 21'-10"

10






Maximum Simple Spans Maximum Continuous Spans Maximum Simple Spans Maximum Continuous Spans12" oc 16" oc 19.2" oc 12" oc 16" oc 19.2" oc 12" oc 16" oc 19.2" oc 12" oc 16" oc 19.2" oc

LPI 20Plus

9-1/2" 12'-6" 11'-4" 10'-8" 13'-7" 11'-4" 9'-4" 12'-6" 11'-4" 10'-8" 13'-7" 11'-4" 9'-4"11-7/8" 15'-0" 13'-7" 12'-6" 15'-10" 12'-0" 10'-0" 15'-0" 13'-7" 12'-6" 15'-10" 12'-0" 10'-0"

14" 17'-1" 14'-10" 13'-7" 17'-1" 12'-9" 10'-6" 17'-1" 14'-10" 13'-7" 17'-1" 12'-9" 10'-6"16" 18'-5" 15'-11" 14'-6" 17'-11" 13'-4" 11'-1" 18'-5" 15'-11" 14'-6" 17'-11" 13'-4" 11'-1"

LPI 32Plus

9-1/2" 13'-2" 11'-11" 11'-2" 14'-3" 11'-4" 9'-4" 13'-2" 11'-11" 11'-2" 14'-3" 11'-4" 9'-4"11-7/8" 15'-8" 14'-2" 12'-10" 16'-2" 12'-0" 10'-0" 15'-8" 14'-2" 12'-10" 16'-2" 12'-0" 10'-0"

14" 17'-10" 16'-1" 14'-2" 17'-1" 12'-9" 10'-6" 17'-10" 16'-1" 14'-2" 17'-1" 12'-9" 10'-6"16" 19'-9" 17'-6" 15'-3" 17'-11" 13'-4" 11'-1" 19'-9" 17'-6" 15'-3" 17'-11" 13'-4" 11'-1"

LPI 36

11-7/8" 16'-5" 14'-10" 13'-11" 17'-9" 13'-11" 11'-6" 16'-5" 14'-10" 13'-11" 17'-9" 13'-11" 11'-6"14" 18'-7" 16'-9" 14'-7" 18'-8" 13'-11" 11'-6" 18'-7" 16'-9" 14'-7" 18'-8" 13'-11" 11'-6"16" 20'-6" 17'-7" 14'-7" 18'-8" 13'-11" 11'-6" 20'-6" 17'-7" 14'-7" 18'-8" 13'-11" 11'-6"18" 22'-4" 20'-2" 17'-10" 18'-8" 13'-11" 11'-6" 22'-4" 20'-2" 17'-10" 18'-8" 13'-11" 11'-6"20" 24'-1" 21'-10" 18'-6" 18'-8" 13'-11" 11'-6" 24'-1" 21'-10" 18'-6" 18'-8" 13'-11" 11'-6"22" 25'-10" 23'-0" 19'-1" 18'-8" 13'-11" 11'-6" 25'-10" 23'-0" 19'-1" 18'-8" 13'-11" 11'-6"24" 27'-6" 23'-6" 19'-6" 18'-8" 13'-11" 11'-6" 27'-6" 23'-6" 19'-6" 18'-8" 13'-11" 11'-6"

LPI 42Plus

9-1/2" 14'-9" 13'-4" 12'-6" 16'-1" 12'-10" 10'-8" 14'-9" 13'-4" 12'-6" 16'-1" 12'-10" 10'-8"11-7/8" 17'-8" 16'-0" 15'-0" 19'-3" 15'-8" 13'-0" 17'-8" 16'-0" 15'-0" 19'-3" 15'-8" 13'-0"

14" 20'-1" 18'-2" 16'-9" 21'-10" 17'-1" 14'-2" 20'-1" 18'-2" 16'-9" 21'-10" 17'-1" 14'-2"16" 22'-4" 20'-2" 18'-4" 24'-3" 18'-2" 15'-1" 22'-4" 20'-2" 18'-4" 24'-3" 18'-2" 15'-1"18" 24'-1" 21'-10" 20'-6" 26'-3" 20'-7" 17'-1" 24'-1" 21'-10" 20'-6" 26'-3" 20'-7" 17'-1"20" 26'-1" 23'-7" 22'-2" 28'-4" 21'-2" 17'-7" 26'-1" 23'-7" 22'-2" 28'-4" 21'-2" 17'-7"22" 28'-0" 25'-5" 23'-8" 28'-5" 21'-3" 17'-8" 28'-0" 25'-5" 23'-8" 28'-5" 21'-3" 17'-8"24" 29'-11" 27'-1" 24'-8" 28'-5" 21'-3" 17'-8" 29'-11" 27'-1" 24'-8" 28'-5" 21'-3" 17'-8"

LPI 52Plus

11-7/8" 18'-4" 16'-7" 15'-7" 20'-0" 18'-1" 16'-0" 18'-4" 16'-7" 15'-7" 20'-0" 18'-1" 16'-0"14" 20'-10" 18'-10" 17'-8" 22'-8" 20'-6" 17'-1" 20'-10" 18'-10" 17'-8" 22'-8" 20'-6" 17'-1"16" 23'-1" 20'-11" 19'-7" 25'-1" 21'-4" 17'-9" 23'-1" 20'-11" 19'-7" 25'-1" 21'-4" 17'-9"

LPI 56

11-7/8" 18'-10" 17'-0" 15'-11" 20'-6" 18'-5" 15'-5" 18'-10" 17'-0" 15'-11" 20'-6" 18'-5" 15'-5"14" 21'-4" 19'-3" 18'-1" 23'-2" 19'-6" 16'-2" 21'-4" 19'-3" 18'-1" 23'-2" 19'-6" 16'-2"16" 23'-7" 21'-4" 19'-2" 25'-8" 20'-5" 16'-11" 23'-7" 21'-4" 19'-2" 25'-8" 20'-5" 16'-11"18" 25'-8" 23'-2" 21'-9" 28'-0" 21'-3" 17'-8" 25'-8" 23'-2" 21'-9" 28'-0" 21'-3" 17'-8"20" 27'-9" 25'-1" 23'-6" 29'-8" 22'-2" 18'-5" 27'-9" 25'-1" 23'-6" 29'-8" 22'-2" 18'-5"22" 29'-9" 26'-10" 25'-2" 29'-9" 22'-3" 18'-6" 29'-9" 26'-10" 25'-2" 29'-9" 22'-3" 18'-6"24" 31'-8" 28'-8" 26'-10" 29'-9" 22'-3" 18'-6" 31'-8" 28'-8" 26'-10" 29'-9" 22'-3" 18'-6"

Span


SpanSpan Span









11

I-JOISTSFloor Span Tables: 100 psf Live Load, 45 psf Dead Load, 23/32" OSB Sheathing



Span


SpanSpan Span











Maximum Simple Spans Maximum Continuous Spans Maximum Simple Spans Maximum Continuous Spans12" oc 16" oc 19.2" oc 12" oc 16" oc 19.2" oc 12" oc 16" oc 19.2" oc 12" oc 16" oc 19.2" oc

LPI 20Plus

9-1/2" 12'-6" 11'-4" 10'-5" 13'-3" 10'-7" 8'-9" 12'-6" 11'-4" 10'-5" 13'-3" 10'-7" 8'-9"11-7/8" 15'-0" 13'-4" 12'-1" 15'-2" 11'-3" 9'-4" 15'-0" 13'-4" 12'-1" 15'-2" 11'-3" 9'-4"

14" 16'-8" 14'-5" 13'-2" 16'-0" 11'-11" 9'-11" 16'-8" 14'-5" 13'-2" 16'-0" 11'-11" 9'-11"16" 17'-10" 15'-5" 14'-1" 16'-10" 12'-6" 10'-5" 17'-10" 15'-5" 14'-1" 16'-10" 12'-6" 10'-5"

LPI 32Plus

9-1/2" 13'-2" 11'-11" 10'-8" 14'-3" 10'-7" 8'-9" 13'-2" 11'-11" 10'-8" 14'-3" 10'-7" 8'-9"11-7/8" 15'-8" 14'-2" 12'-1" 15'-2" 11'-3" 9'-4" 15'-8" 14'-2" 12'-1" 15'-2" 11'-3" 9'-4"

14" 17'-10" 15'-8" 13'-3" 16'-0" 11'-11" 9'-11" 17'-10" 15'-8" 13'-3" 16'-0" 11'-11" 9'-11"16" 19'-7" 16'-11" 14'-4" 16'-10" 12'-6" 10'-5" 19'-7" 16'-11" 14'-4" 16'-10" 12'-6" 10'-5"

LPI 36

11-7/8" 16'-5" 14'-10" 13'-8" 17'-6" 13'-1" 10'-10" 16'-5" 14'-10" 13'-8" 17'-6" 13'-1" 10'-10"14" 18'-7" 16'-6" 13'-8" 17'-6" 13'-1" 10'-10" 18'-7" 16'-6" 13'-8" 17'-6" 13'-1" 10'-10"16" 20'-6" 16'-6" 13'-8" 17'-6" 13'-1" 10'-10" 20'-6" 16'-6" 13'-8" 17'-6" 13'-1" 10'-10"18" 22'-4" 20'-2" 16'-9" 17'-6" 13'-1" 10'-10" 22'-4" 20'-2" 16'-9" 17'-6" 13'-1" 10'-10"20" 24'-1" 20'-11" 17'-4" 17'-6" 13'-1" 10'-10" 24'-1" 20'-11" 17'-4" 17'-6" 13'-1" 10'-10"22" 25'-10" 21'-6" 17'-11" 17'-6" 13'-1" 10'-10" 25'-10" 21'-6" 17'-11" 17'-6" 13'-1" 10'-10"24" 27'-6" 22'-1" 18'-4" 17'-6" 13'-1" 10'-10" 27'-6" 22'-1" 18'-4" 17'-6" 13'-1" 10'-10"

LPI 42Plus

9-1/2" 14'-9" 13'-4" 12'-6" 16'-1" 12'-1" 10'-0" 14'-9" 13'-4" 12'-6" 16'-1" 12'-1" 10'-0"11-7/8" 17'-8" 16'-0" 14'-3" 19'-3" 14'-8" 12'-2" 17'-8" 16'-0" 14'-3" 19'-3" 14'-8" 12'-2"

14" 20'-1" 18'-2" 15'-9" 21'-6" 16'-1" 13'-4" 20'-1" 18'-2" 15'-9" 21'-6" 16'-1" 13'-4"16" 22'-4" 20'-2" 17'-2" 22'-10" 17'-0" 14'-2" 22'-4" 20'-2" 17'-2" 22'-10" 17'-0" 14'-2"18" 24'-1" 21'-10" 20'-6" 25'-10" 19'-3" 16'-0" 24'-1" 21'-10" 20'-6" 25'-10" 19'-3" 16'-0"20" 26'-1" 23'-7" 21'-11" 26'-7" 19'-10" 16'-6" 26'-1" 23'-7" 21'-11" 26'-7" 19'-10" 16'-6"22" 28'-0" 25'-2" 22'-11" 26'-8" 19'-11" 16'-6" 28'-0" 25'-2" 22'-11" 26'-8" 19'-11" 16'-6"24" 29'-11" 26'-3" 23'-11" 26'-8" 19'-11" 16'-6" 29'-11" 26'-3" 23'-11" 26'-8" 19'-11" 16'-6"

LPI 52Plus

11-7/8" 18'-4" 16'-7" 15'-7" 20'-0" 18'-1" 15'-0" 18'-4" 16'-7" 15'-7" 20'-0" 18'-1" 15'-0"14" 20'-10" 18'-10" 17'-8" 22'-8" 19'-3" 16'-0" 20'-10" 18'-10" 17'-8" 22'-8" 19'-3" 16'-0"16" 23'-1" 20'-11" 19'-7" 25'-1" 20'-0" 16'-7" 23'-1" 20'-11" 19'-7" 25'-1" 20'-0" 16'-7"

LPI 56

11-7/8" 18'-10" 17'-0" 15'-11" 20'-6" 17'-5" 14'-5" 18'-10" 17'-0" 15'-11" 20'-6" 17'-5" 14'-5"14" 21'-4" 19'-3" 17'-0" 23'-2" 18'-3" 15'-2" 21'-4" 19'-3" 17'-0" 23'-2" 18'-3" 15'-2"16" 23'-7" 21'-4" 18'-0" 25'-8" 19'-2" 15'-11" 23'-7" 21'-4" 18'-0" 25'-8" 19'-2" 15'-11"18" 25'-8" 23'-2" 21'-6" 26'-9" 20'-0" 16'-7" 25'-8" 23'-2" 21'-6" 26'-9" 20'-0" 16'-7"20" 27'-9" 25'-1" 23'-0" 27'-11" 20'-10" 17'-3" 27'-9" 25'-1" 23'-0" 27'-11" 20'-10" 17'-3"22" 29'-9" 26'-10" 24'-6" 27'-11" 20'-10" 17'-4" 29'-9" 26'-10" 24'-6" 27'-11" 20'-10" 17'-4"24" 31'-8" 28'-8" 26'-0" 27'-11" 20'-10" 17'-4" 31'-8" 28'-8" 26'-0" 27'-11" 20'-10" 17'-4"

12




Span


SpanSpan Span












LPI 20Plus

9-1/2" 16'-3" 14'-10" 13'-10" 12'-5" 17'-6" 15'-1" 13'-9" 12'-4" 16'-3" 14'-10" 13'-10" 12'-5" 17'-6" 15'-1" 13'-9" 12'-4"11-7/8" 19'-5" 17'-7" 16'-1" 14'-4" 20'-3" 17'-6" 16'-0" 13'-1" 19'-5" 17'-7" 16'-1" 14'-4" 20'-3" 17'-6" 16'-0" 13'-1"

14" 22'-0" 19'-1" 17'-5" 15'-6" 21'-11" 19'-0" 17'-4" 13'-10" 22'-0" 19'-1" 17'-5" 15'-6" 21'-11" 19'-0" 17'-4" 13'-10"16" 23'-7" 20'-5" 18'-7" 16'-8" 23'-6" 20'-4" 18'-3" 14'-7" 23'-7" 20'-5" 18'-7" 16'-8" 23'-6" 20'-4" 18'-3" 14'-7"

LPI 32Plus

9-1/2" 17'-2" 15'-7" 14'-8" 13'-6" 18'-8" 16'-6" 15'-1" 12'-4" 17'-2" 15'-7" 14'-8" 13'-6" 18'-8" 16'-6" 15'-1" 12'-4"11-7/8" 20'-5" 18'-7" 17'-3" 15'-5" 21'-9" 18'-10" 16'-6" 13'-1" 20'-5" 18'-7" 17'-3" 15'-5" 21'-9" 18'-10" 16'-6" 13'-1"

14" 22'-9" 20'-9" 18'-11" 16'-11" 23'-11" 20'-8" 17'-5" 13'-10" 23'-1" 20'-9" 18'-11" 16'-11" 23'-11" 20'-8" 17'-5" 13'-10"16" 24'-8" 22'-4" 20'-5" 18'-3" 25'-9" 22'-0" 18'-3" 14'-7" 25'-5" 22'-4" 20'-5" 18'-3" 25'-9" 22'-0" 18'-3" 14'-7"

LPI 36

11-7/8" 21'-2" 19'-4" 18'-3" 16'-11" 23'-2" 21'-0" 19'-1" 15'-2" 21'-3" 19'-4" 18'-3" 16'-11" 23'-2" 21'-0" 19'-1" 15'-2"14" 23'-5" 21'-9" 20'-7" 19'-1" 25'-10" 22'-11" 19'-1" 15'-2" 24'-0" 21'-11" 20'-7" 19'-1" 26'-2" 22'-11" 19'-1" 15'-2"16" 25'-5" 23'-7" 22'-5" 19'-1" 28'-1" 22'-11" 19'-1" 15'-2" 26'-1" 24'-2" 22'-9" 19'-1" 28'-10" 22'-11" 19'-1" 15'-2"18" 27'-3" 25'-4" 24'-1" 22'-8" 30'-2" 22'-11" 19'-1" 15'-2" 28'-0" 26'-1" 24'-9" 23'-0" 30'-9" 22'-11" 19'-1" 15'-2"20" 29'-1" 26'-11" 25'-8" 24'-2" 30'-9" 22'-11" 19'-1" 15'-2" 29'-10" 27'-10" 26'-6" 24'-3" 30'-9" 22'-11" 19'-1" 15'-2"22" 30'-9" 28'-7" 27'-2" 25'-0" 30'-9" 22'-11" 19'-1" 15'-2" 31'-8" 29'-6" 28'-2" 25'-0" 30'-9" 22'-11" 19'-1" 15'-2"24" 32'-6" 30'-1" 28'-7" 25'-7" 30'-9" 22'-11" 19'-1" 15'-2" 33'-9" 31'-1" 29'-8" 25'-7" 30'-9" 22'-11" 19'-1" 15'-2"

LPI 42Plus

9-1/2" 19'-2" 17'-5" 16'-5" 15'-3" 20'-11" 19'-0" 17'-7" 14'-0" 19'-2" 17'-5" 16'-5" 15'-3" 20'-11" 19'-0" 17'-7" 14'-0"11-7/8" 22'-4" 20'-8" 19'-7" 18'-2" 24'-8" 22'-8" 21'-4" 17'-0" 22'-10" 20'-10" 19'-7" 18'-2" 24'-11" 22'-8" 21'-4" 17'-0"

14" 24'-9" 22'-11" 21'-10" 20'-6" 27'-4" 25'-4" 23'-4" 18'-8" 25'-4" 23'-6" 22'-3" 20'-8" 28'-0" 25'-9" 23'-4" 18'-8"16" 26'-11" 24'-11" 23'-9" 22'-4" 29'-10" 27'-7" 24'-9" 19'-9" 27'-7" 25'-7" 24'-5" 22'-10" 30'-6" 28'-4" 24'-9" 19'-9"18" 28'-9" 26'-8" 25'-4" 23'-10" 31'-9" 29'-5" 27'-6" 22'-5" 29'-5" 27'-4" 26'-1" 24'-7" 32'-8" 30'-1" 27'-6" 22'-5"20" 30'-8" 28'-5" 27'-1" 25'-6" 34'-6" 31'-5" 28'-11" 23'-1" 31'-5" 29'-3" 27'-10" 25'-10" 35'-7" 31'-8" 28'-11" 23'-1"22" 32'-9" 30'-2" 28'-8" 27'-0" 37'-4" 33'-2" 29'-0" 23'-2" 33'-9" 31'-0" 29'-7" 27'-1" 38'-4" 33'-2" 29'-0" 23'-2"24" 35'-2" 31'-10" 30'-3" 28'-3" 40'-0" 34'-7" 29'-0" 23'-2" 36'-3" 33'-0" 31'-2" 28'-3" 40'-0" 34'-7" 29'-0" 23'-2"

LPI 52Plus

11-7/8" 22'-11" 21'-2" 20'-2" 18'-10" 25'-3" 23'-5" 22'-1" 20'-6" 23'-4" 21'-7" 20'-4" 18'-10" 25'-10" 23'-6" 22'-1" 20'-6"14" 25'-4" 23'-6" 22'-4" 21'-1" 28'-0" 26'-0" 24'-9" 22'-4" 25'-11" 24'-1" 22'-11" 21'-4" 28'-8" 26'-7" 25'-1" 22'-4"16" 27'-7" 25'-7" 24'-4" 22'-11" 30'-6" 28'-3" 26'-11" 23'-3" 28'-2" 26'-2" 24'-11" 23'-6" 31'-2" 29'-0" 27'-7" 23'-3"

LPI 56

11-7/8" 23'-4" 21'-7" 20'-7" 19'-4" 25'-10" 23'-11" 22'-8" 20'-2" 23'-10" 22'-1" 20'-10" 19'-4" 26'-4" 24'-1" 22'-8" 20'-2"14" 25'-10" 23'-11" 22'-9" 21'-5" 28'-7" 26'-6" 25'-2" 21'-3" 26'-5" 24'-6" 23'-4" 21'-10" 29'-2" 27'-1" 25'-8" 21'-3"16" 28'-1" 26'-0" 24'-8" 23'-3" 31'-1" 28'-9" 27'-4" 22'-3" 28'-8" 26'-7" 25'-4" 23'-10" 31'-8" 29'-5" 27'-11" 22'-3"18" 30'-2" 27'-11" 26'-6" 24'-11" 33'-10" 30'-11" 29'-1" 23'-2" 30'-9" 28'-7" 27'-2" 25'-7" 34'-9" 31'-8" 29'-1" 23'-2"20" 32'-2" 29'-9" 28'-3" 26'-7" 36'-10" 33'-3" 30'-4" 24'-2" 33'-1" 30'-6" 29'-0" 27'-4" 37'-10" 34'-4" 30'-4" 24'-2"22" 34'-9" 31'-6" 29'-11" 28'-2" 39'-9" 35'-11" 30'-4" 24'-3" 35'-9" 32'-5" 30'-9" 28'-11" 40'-10" 36'-6" 30'-4" 24'-3"24" 37'-3" 33'-8" 31'-7" 29'-8" 42'-7" 36'-6" 30'-4" 24'-3" 38'-4" 34'-9" 32'-6" 30'-6" 43'-9" 36'-6" 30'-4" 24'-3"

13




Span


SpanSpan Span












LPI 20Plus

9-1/2" 16'-3" 14'-5" 13'-2" 11'-9" 16'-7" 14'-4" 13'-1" 11'-1" 16'-3" 14'-5" 13'-2" 11'-9" 16'-7" 14'-4" 13'-1" 11'-1"11-7/8" 19'-4" 16'-9" 15'-3" 13'-7" 19'-3" 16'-8" 14'-10" 11'-10" 19'-4" 16'-9" 15'-3" 13'-7" 19'-3" 16'-8" 14'-10" 11'-10"

14" 20'-11" 18'-2" 16'-6" 14'-9" 20'-10" 18'-1" 15'-8" 12'-6" 20'-11" 18'-2" 16'-6" 14'-9" 20'-10" 18'-1" 15'-8" 12'-6"16" 22'-6" 19'-5" 17'-8" 15'-10" 22'-5" 19'-4" 16'-6" 13'-2" 22'-6" 19'-5" 17'-8" 15'-10" 22'-5" 19'-4" 16'-6" 13'-2"

LPI 32Plus

9-1/2" 17'-2" 15'-7" 14'-5" 12'-10" 18'-2" 15'-8" 14'-0" 11'-1" 17'-2" 15'-7" 14'-5" 12'-10" 18'-2" 15'-8" 14'-0" 11'-1"11-7/8" 20'-5" 18'-0" 16'-5" 14'-8" 20'-9" 17'-11" 14'-10" 11'-10" 20'-5" 18'-0" 16'-5" 14'-8" 20'-9" 17'-11" 14'-10" 11'-10"

14" 22'-9" 19'-9" 18'-0" 16'-1" 22'-9" 18'-11" 15'-8" 12'-6" 22'-10" 19'-9" 18'-0" 16'-1" 22'-9" 18'-11" 15'-8" 12'-6"16" 24'-7" 21'-3" 19'-5" 17'-4" 24'-6" 19'-10" 16'-6" 13'-2" 24'-7" 21'-3" 19'-5" 17'-4" 24'-6" 19'-10" 16'-6" 13'-2"

LPI 36

11-7/8" 21'-2" 19'-4" 18'-2" 16'-11" 23'-2" 20'-9" 17'-2" 13'-8" 21'-3" 19'-4" 18'-2" 16'-11" 23'-2" 20'-9" 17'-2" 13'-8"14" 23'-5" 21'-9" 20'-7" 17'-3" 25'-10" 20'-9" 17'-2" 13'-8" 24'-0" 21'-10" 20'-7" 17'-3" 26'-2" 20'-9" 17'-2" 13'-8"16" 25'-5" 23'-7" 21'-8" 17'-3" 27'-9" 20'-9" 17'-2" 13'-8" 26'-1" 24'-2" 21'-8" 17'-3" 27'-9" 20'-9" 17'-2" 13'-8"18" 27'-3" 25'-4" 24'-1" 21'-2" 27'-9" 20'-9" 17'-2" 13'-8" 28'-0" 26'-1" 24'-9" 21'-2" 27'-9" 20'-9" 17'-2" 13'-8"20" 29'-1" 26'-11" 25'-8" 21'-11" 27'-9" 20'-9" 17'-2" 13'-8" 29'-10" 27'-10" 26'-6" 21'-11" 27'-9" 20'-9" 17'-2" 13'-8"22" 30'-9" 28'-7" 27'-2" 22'-7" 27'-9" 20'-9" 17'-2" 13'-8" 31'-8" 29'-6" 27'-9" 22'-7" 27'-9" 20'-9" 17'-2" 13'-8"24" 32'-6" 30'-1" 28'-7" 23'-1" 27'-9" 20'-9" 17'-2" 13'-8" 33'-9" 31'-1" 29'-0" 23'-1" 27'-9" 20'-9" 17'-2" 13'-8"

LPI 42Plus

9-1/2" 19'-2" 17'-5" 16'-5" 15'-3" 20'-11" 19'-0" 15'-10" 12'-8" 19'-2" 17'-5" 16'-5" 15'-3" 20'-11" 19'-0" 15'-10" 12'-8"11-7/8" 22'-4" 20'-8" 19'-7" 18'-0" 24'-8" 22'-8" 19'-4" 15'-5" 22'-10" 20'-10" 19'-7" 18'-0" 24'-11" 22'-8" 19'-4" 15'-5"

14" 24'-9" 22'-11" 21'-10" 19'-11" 27'-4" 25'-0" 21'-1" 16'-10" 25'-4" 23'-6" 22'-3" 19'-11" 28'-0" 25'-0" 21'-1" 16'-10"16" 26'-11" 24'-11" 23'-9" 21'-8" 29'-10" 26'-11" 22'-5" 17'-10" 27'-7" 25'-7" 24'-5" 21'-8" 30'-6" 26'-11" 22'-5" 17'-10"18" 28'-9" 26'-8" 25'-4" 23'-4" 31'-9" 28'-7" 25'-5" 20'-3" 29'-5" 27'-4" 26'-1" 23'-4" 32'-8" 28'-7" 25'-5" 20'-3"20" 30'-8" 28'-5" 27'-1" 24'-7" 34'-6" 30'-2" 26'-1" 20'-10" 31'-5" 29'-3" 27'-6" 24'-7" 34'-10" 30'-2" 26'-1" 20'-10"22" 32'-9" 30'-2" 28'-8" 25'-9" 36'-6" 31'-6" 26'-3" 20'-11" 33'-9" 31'-0" 28'-10" 25'-9" 36'-6" 31'-6" 26'-3" 20'-11"24" 35'-2" 31'-10" 30'-0" 26'-10" 38'-0" 31'-6" 26'-3" 20'-11" 36'-3" 32'-11" 30'-0" 26'-10" 38'-0" 31'-6" 26'-3" 20'-11"

LPI 52Plus

11-7/8" 22'-11" 21'-2" 20'-2" 18'-10" 25'-3" 23'-5" 22'-1" 18'-11" 23'-4" 21'-7" 20'-4" 18'-10" 25'-10" 23'-6" 22'-1" 18'-11"14" 25'-4" 23'-6" 22'-4" 21'-1" 28'-0" 26'-0" 24'-9" 20'-2" 25'-11" 24'-1" 22'-11" 21'-4" 28'-8" 26'-7" 25'-1" 20'-2"16" 27'-7" 25'-7" 24'-4" 22'-11" 30'-6" 28'-3" 26'-4" 21'-0" 28'-2" 26'-2" 24'-11" 23'-6" 31'-2" 29'-0" 26'-4" 21'-0"

LPI 56

11-7/8" 23'-4" 21'-7" 20'-7" 19'-4" 25'-10" 23'-11" 22'-8" 18'-3" 23'-10" 22'-1" 20'-10" 19'-4" 26'-4" 24'-1" 22'-8" 18'-3"14" 25'-10" 23'-11" 22'-9" 21'-5" 28'-7" 26'-6" 24'-1" 19'-2" 26'-5" 24'-6" 23'-4" 21'-6" 29'-2" 27'-1" 24'-1" 19'-2"16" 28'-1" 26'-0" 24'-8" 22'-9" 31'-1" 28'-9" 25'-2" 20'-1" 28'-8" 26'-7" 25'-4" 22'-9" 31'-8" 29'-5" 25'-2" 20'-1"18" 30'-2" 27'-11" 26'-6" 24'-11" 33'-10" 30'-11" 26'-3" 20'-11" 30'-9" 28'-7" 27'-2" 25'-7" 34'-9" 31'-7" 26'-3" 20'-11"20" 32'-2" 29'-9" 28'-3" 26'-7" 36'-10" 32'-11" 27'-5" 21'-10" 33'-1" 30'-6" 29'-0" 27'-4" 37'-10" 32'-11" 27'-5" 21'-10"22" 34'-9" 31'-6" 29'-11" 28'-2" 39'-9" 33'-0" 27'-5" 21'-10" 35'-9" 32'-5" 30'-9" 28'-11" 40'-10" 33'-0" 27'-5" 21'-10"24" 37'-3" 33'-8" 31'-7" 29'-8" 42'-7" 33'-0" 27'-5" 21'-10" 38'-4" 34'-9" 32'-6" 30'-6" 43'-9" 33'-0" 27'-5" 21'-10"

14







LPI 20Plus

9-1/2" 12'-8" 11'-6" 10'-9" 9'-1" 13'-8" 11'-4" 9'-4" 7'-5" 12'-8" 11'-6" 10'-9" 9'-1" 13'-8" 11'-4" 9'-4" 7'-5"11-7/8" 15'-1" 13'-8" 12'-6" 10'-3" 15'-10" 12'-0" 10'-0" 7'-11" 15'-1" 13'-8" 12'-6" 10'-3" 15'-10" 12'-0" 10'-0" 7'-11"

14" 17'-3" 14'-10" 13'-7" 11'-3" 17'-1" 12'-9" 10'-6" 8'-4" 17'-3" 14'-10" 13'-7" 11'-3" 17'-1" 12'-9" 10'-6" 8'-4"16" 18'-5" 15'-11" 14'-6" 12'-2" 17'-11" 13'-4" 11'-1" 8'-10" 18'-5" 15'-11" 14'-6" 12'-2" 17'-11" 13'-4" 11'-1" 8'-10"

LPI 32Plus

9-1/2" 13'-3" 12'-0" 11'-3" 9'-1" 14'-5" 11'-4" 9'-4" 7'-5" 13'-3" 12'-0" 11'-3" 9'-1" 14'-5" 11'-4" 9'-4" 7'-5"11-7/8" 15'-10" 14'-4" 12'-10" 10'-3" 16'-2" 12'-0" 10'-0" 7'-11" 15'-10" 14'-4" 12'-10" 10'-3" 16'-2" 12'-0" 10'-0" 7'-11"

14" 17'-11" 16'-2" 14'-2" 11'-3" 17'-1" 12'-9" 10'-6" 8'-4" 17'-11" 16'-2" 14'-2" 11'-3" 17'-1" 12'-9" 10'-6" 8'-4"16" 19'-10" 17'-6" 15'-3" 12'-2" 17'-11" 13'-4" 11'-1" 8'-10" 19'-10" 17'-6" 15'-3" 12'-2" 17'-11" 13'-4" 11'-1" 8'-10"

LPI 36

11-7/8" 16'-6" 14'-11" 14'-0" 11'-7" 17'-11" 13'-11" 11'-6" 9'-2" 16'-6" 14'-11" 14'-0" 11'-7" 17'-11" 13'-11" 11'-6" 9'-2"14" 18'-8" 16'-11" 14'-7" 11'-7" 18'-8" 13'-11" 11'-6" 9'-2" 18'-8" 16'-11" 14'-7" 11'-7" 18'-8" 13'-11" 11'-6" 9'-2"16" 20'-8" 17'-7" 14'-7" 11'-7" 18'-8" 13'-11" 11'-6" 9'-2" 20'-8" 17'-7" 14'-7" 11'-7" 18'-8" 13'-11" 11'-6" 9'-2"18" 22'-5" 20'-4" 17'-10" 14'-2" 18'-8" 13'-11" 11'-6" 9'-2" 22'-5" 20'-4" 17'-10" 14'-2" 18'-8" 13'-11" 11'-6" 9'-2"20" 24'-3" 22'-0" 18'-6" 14'-8" 18'-8" 13'-11" 11'-6" 9'-2" 24'-3" 22'-0" 18'-6" 14'-8" 18'-8" 13'-11" 11'-6" 9'-2"22" 26'-0" 23'-0" 19'-1" 15'-2" 18'-8" 13'-11" 11'-6" 9'-2" 26'-0" 23'-0" 19'-1" 15'-2" 18'-8" 13'-11" 11'-6" 9'-2"24" 27'-8" 23'-6" 19'-6" 15'-6" 18'-8" 13'-11" 11'-6" 9'-2" 27'-8" 23'-6" 19'-6" 15'-6" 18'-8" 13'-11" 11'-6" 9'-2"

LPI 42Plus

9-1/2" 14'-11" 13'-6" 12'-8" 10'-7" 16'-2" 12'-10" 10'-8" 8'-6" 14'-11" 13'-6" 12'-8" 10'-7" 16'-2" 12'-10" 10'-8" 8'-6"11-7/8" 17'-9" 16'-1" 15'-1" 12'-1" 19'-4" 15'-8" 13'-0" 10'-4" 17'-9" 16'-1" 15'-1" 12'-1" 19'-4" 15'-8" 13'-0" 10'-4"

14" 20'-3" 18'-3" 16'-9" 13'-4" 22'-0" 17'-1" 14'-2" 11'-4" 20'-3" 18'-3" 16'-9" 13'-4" 22'-0" 17'-1" 14'-2" 11'-4"16" 22'-5" 20'-3" 18'-4" 14'-7" 24'-4" 18'-2" 15'-1" 12'-0" 22'-5" 20'-3" 18'-4" 14'-7" 24'-4" 18'-2" 15'-1" 12'-0"18" 24'-2" 21'-11" 20'-8" 18'-4" 26'-5" 20'-7" 17'-1" 13'-7" 24'-2" 21'-11" 20'-8" 18'-4" 26'-5" 20'-7" 17'-1" 13'-7"20" 26'-2" 23'-9" 22'-4" 19'-6" 28'-4" 21'-2" 17'-7" 14'-0" 26'-2" 23'-9" 22'-4" 19'-6" 28'-4" 21'-2" 17'-7" 14'-0"22" 28'-2" 25'-6" 23'-8" 20'-8" 28'-5" 21'-3" 17'-8" 14'-0" 28'-2" 25'-6" 23'-8" 20'-8" 28'-5" 21'-3" 17'-8" 14'-0"24" 30'-0" 27'-1" 24'-8" 21'-7" 28'-5" 21'-3" 17'-8" 14'-0" 30'-0" 27'-1" 24'-8" 21'-7" 28'-5" 21'-3" 17'-8" 14'-0"

LPI 52Plus

11-7/8" 18'-6" 16'-9" 15'-8" 14'-6" 20'-1" 18'-2" 16'-0" 12'-9" 18'-6" 16'-9" 15'-8" 14'-6" 20'-1" 18'-2" 16'-0" 12'-9"14" 20'-11" 19'-0" 17'-10" 16'-0" 22'-10" 20'-6" 17'-1" 13'-7" 20'-11" 19'-0" 17'-10" 16'-0" 22'-10" 20'-6" 17'-1" 13'-7"16" 23'-2" 21'-0" 19'-9" 17'-3" 25'-3" 21'-4" 17'-9" 14'-1" 23'-2" 21'-0" 19'-9" 17'-3" 25'-3" 21'-4" 17'-9" 14'-1"

LPI 56

11-7/8" 18'-11" 17'-1" 16'-0" 13'-6" 20'-7" 18'-6" 15'-5" 12'-3" 18'-11" 17'-1" 16'-0" 13'-6" 20'-7" 18'-6" 15'-5" 12'-3"14" 21'-5" 19'-5" 18'-1" 14'-5" 23'-4" 19'-6" 16'-2" 12'-11" 21'-5" 19'-5" 18'-1" 14'-5" 23'-4" 19'-6" 16'-2" 12'-11"16" 23'-8" 21'-5" 19'-2" 15'-3" 25'-9" 20'-5" 16'-11" 13'-6" 23'-8" 21'-5" 19'-2" 15'-3" 25'-9" 20'-5" 16'-11" 13'-6"18" 25'-9" 23'-4" 21'-10" 18'-3" 28'-1" 21'-3" 17'-8" 14'-1" 25'-9" 23'-4" 21'-10" 18'-3" 28'-1" 21'-3" 17'-8" 14'-1"20" 27'-10" 25'-2" 23'-8" 19'-6" 29'-8" 22'-2" 18'-5" 14'-8" 27'-10" 25'-2" 23'-8" 19'-6" 29'-8" 22'-2" 18'-5" 14'-8"22" 29'-10" 27'-0" 25'-4" 20'-10" 29'-9" 22'-3" 18'-6" 14'-8" 29'-10" 27'-0" 25'-4" 20'-10" 29'-9" 22'-3" 18'-6" 14'-8"24" 31'-10" 28'-9" 27'-0" 22'-1" 29'-9" 22'-3" 18'-6" 14'-8" 31'-10" 28'-9" 27'-0" 22'-1" 29'-9" 22'-3" 18'-6" 14'-8"

Span


SpanSpan Span









15




Span


SpanSpan Span












LPI 20Plus

9-1/2" 12'-8" 11'-6" 10'-5" 8'-6" 13'-3" 10'-7" 8'-9" 7'-0" 12'-8" 11'-6" 10'-5" 8'-6" 13'-3" 10'-7" 8'-9" 7'-0"11-7/8" 15'-1" 13'-4" 12'-1" 9'-7" 15'-2" 11'-3" 9'-4" 7'-5" 15'-1" 13'-4" 12'-1" 9'-7" 15'-2" 11'-3" 9'-4" 7'-5"

14" 16'-8" 14'-5" 13'-2" 10'-7" 16'-0" 11'-11" 9'-11" 7'-10" 16'-8" 14'-5" 13'-2" 10'-7" 16'-0" 11'-11" 9'-11" 7'-10"16" 17'-10" 15'-5" 14'-1" 11'-5" 16'-10" 12'-6" 10'-5" 8'-3" 17'-10" 15'-5" 14'-1" 11'-5" 16'-10" 12'-6" 10'-5" 8'-3"

LPI 32Plus

9-1/2" 13'-3" 12'-0" 10'-8" 8'-6" 14'-3" 10'-7" 8'-9" 7'-0" 13'-3" 12'-0" 10'-8" 8'-6" 14'-3" 10'-7" 8'-9" 7'-0"11-7/8" 15'-10" 14'-4" 12'-1" 9'-7" 15'-2" 11'-3" 9'-4" 7'-5" 15'-10" 14'-4" 12'-1" 9'-7" 15'-2" 11'-3" 9'-4" 7'-5"

14" 17'-11" 15'-8" 13'-3" 10'-7" 16'-0" 11'-11" 9'-11" 7'-10" 17'-11" 15'-8" 13'-3" 10'-7" 16'-0" 11'-11" 9'-11" 7'-10"16" 19'-7" 16'-11" 14'-4" 11'-5" 16'-10" 12'-6" 10'-5" 8'-3" 19'-7" 16'-11" 14'-4" 11'-5" 16'-10" 12'-6" 10'-5" 8'-3"

LPI 36

11-7/8" 16'-6" 14'-11" 13'-8" 10'-10" 17'-6" 13'-1" 10'-10" 8'-7" 16'-6" 14'-11" 13'-8" 10'-10" 17'-6" 13'-1" 10'-10" 8'-7"14" 18'-8" 16'-6" 13'-8" 10'-10" 17'-6" 13'-1" 10'-10" 8'-7" 18'-8" 16'-6" 13'-8" 10'-10" 17'-6" 13'-1" 10'-10" 8'-7"16" 20'-8" 16'-6" 13'-8" 10'-10" 17'-6" 13'-1" 10'-10" 8'-7" 20'-8" 16'-6" 13'-8" 10'-10" 17'-6" 13'-1" 10'-10" 8'-7"18" 22'-5" 20'-2" 16'-9" 13'-4" 17'-6" 13'-1" 10'-10" 8'-7" 22'-5" 20'-2" 16'-9" 13'-4" 17'-6" 13'-1" 10'-10" 8'-7"20" 24'-3" 20'-11" 17'-4" 13'-9" 17'-6" 13'-1" 10'-10" 8'-7" 24'-3" 20'-11" 17'-4" 13'-9" 17'-6" 13'-1" 10'-10" 8'-7"22" 26'-0" 21'-6" 17'-11" 14'-3" 17'-6" 13'-1" 10'-10" 8'-7" 26'-0" 21'-6" 17'-11" 14'-3" 17'-6" 13'-1" 10'-10" 8'-7"24" 27'-8" 22'-1" 18'-4" 14'-7" 17'-6" 13'-1" 10'-10" 8'-7" 27'-8" 22'-1" 18'-4" 14'-7" 17'-6" 13'-1" 10'-10" 8'-7"

LPI 42Plus

9-1/2" 14'-11" 13'-6" 12'-6" 9'-11" 16'-2" 12'-1" 10'-0" 7'-11" 14'-11" 13'-6" 12'-6" 9'-11" 16'-2" 12'-1" 10'-0" 7'-11"11-7/8" 17'-9" 16'-1" 14'-3" 11'-4" 19'-4" 14'-8" 12'-2" 9'-8" 17'-9" 16'-1" 14'-3" 11'-4" 19'-4" 14'-8" 12'-2" 9'-8"

14" 20'-3" 18'-3" 15'-9" 12'-6" 21'-6" 16'-1" 13'-4" 10'-7" 20'-3" 18'-3" 15'-9" 12'-6" 21'-6" 16'-1" 13'-4" 10'-7"16" 22'-5" 20'-3" 17'-2" 13'-8" 22'-10" 17'-0" 14'-2" 11'-3" 22'-5" 20'-3" 17'-2" 13'-8" 22'-10" 17'-0" 14'-2" 11'-3"18" 24'-2" 21'-11" 20'-8" 17'-2" 25'-10" 19'-3" 16'-0" 12'-9" 24'-2" 21'-11" 20'-8" 17'-2" 25'-10" 19'-3" 16'-0" 12'-9"20" 26'-2" 23'-9" 21'-11" 18'-3" 26'-7" 19'-10" 16'-6" 13'-1" 26'-2" 23'-9" 21'-11" 18'-3" 26'-7" 19'-10" 16'-6" 13'-1"22" 28'-2" 25'-2" 22'-11" 19'-5" 26'-8" 19'-11" 16'-6" 13'-2" 28'-2" 25'-2" 22'-11" 19'-5" 26'-8" 19'-11" 16'-6" 13'-2"24" 30'-0" 26'-3" 23'-11" 20'-3" 26'-8" 19'-11" 16'-6" 13'-2" 30'-0" 26'-3" 23'-11" 20'-3" 26'-8" 19'-11" 16'-6" 13'-2"

LPI 52Plus

11-7/8" 18'-6" 16'-9" 15'-8" 13'-9" 20'-1" 18'-1" 15'-0" 11'-11" 18'-6" 16'-9" 15'-8" 13'-9" 20'-1" 18'-1" 15'-0" 11'-11"14" 20'-11" 19'-0" 17'-10" 15'-0" 22'-10" 19'-3" 16'-0" 12'-9" 20'-11" 19'-0" 17'-10" 15'-0" 22'-10" 19'-3" 16'-0" 12'-9"16" 23'-2" 21'-0" 19'-9" 16'-2" 25'-3" 20'-0" 16'-7" 13'-3" 23'-2" 21'-0" 19'-9" 16'-2" 25'-3" 20'-0" 16'-7" 13'-3"

LPI 56

11-7/8" 18'-11" 17'-1" 15'-11" 12'-8" 20'-7" 17'-5" 14'-5" 11'-6" 18'-11" 17'-1" 15'-11" 12'-8" 20'-7" 17'-5" 14'-5" 11'-6"14" 21'-5" 19'-5" 17'-0" 13'-6" 23'-4" 18'-3" 15'-2" 12'-1" 21'-5" 19'-5" 17'-0" 13'-6" 23'-4" 18'-3" 15'-2" 12'-1"16" 23'-8" 21'-5" 18'-0" 14'-4" 25'-8" 19'-2" 15'-11" 12'-8" 23'-8" 21'-5" 18'-0" 14'-4" 25'-8" 19'-2" 15'-11" 12'-8"18" 25'-9" 23'-4" 21'-6" 17'-2" 26'-9" 20'-0" 16'-7" 13'-2" 25'-9" 23'-4" 21'-6" 17'-2" 26'-9" 20'-0" 16'-7" 13'-2"20" 27'-10" 25'-2" 23'-0" 18'-4" 27'-11" 20'-10" 17'-3" 13'-9" 27'-10" 25'-2" 23'-0" 18'-4" 27'-11" 20'-10" 17'-3" 13'-9"22" 29'-10" 27'-0" 24'-6" 19'-6" 27'-11" 20'-10" 17'-4" 13'-9" 29'-10" 27'-0" 24'-6" 19'-6" 27'-11" 20'-10" 17'-4" 13'-9"24" 31'-10" 28'-9" 26'-0" 20'-9" 27'-11" 20'-10" 17'-4" 13'-9" 31'-10" 28'-9" 26'-0" 20'-9" 27'-11" 20'-10" 17'-4" 13'-9"

16

Roof Span Tables: Low Pitch (6:12 or less) for 25 and 30 psf Load

* Deflections rounded to the nearest 1/16."

TO USE:1. Select the appropriate set of tables based on roof pitch.2. Select the section of that table that corresponds to the

specified roof live or snow load.3. Find a span that meets or exceeds the design span.4. Read the corresponding series, depth and spacing.

NOTES:1. Joist spans have been calculated in accordance with CSA O86 for the

specified uniform snow and dead loads shown. These spans have not been evaluated for wind, snow drift or concentrated loads. The designer shall evaluate all required conditions.

2. The spans listed are the horizontal clear distance between supports and are valid for simple or continuous span applications. Continuous spans are based on the longest span. The shortest span shall not be less than 50% of the longest span. Refer to the Uplift Coefficients table on page 17 to determine the required uplift restraint for the end of the shorter span of continuous, unequal span joists due solely to gravity loads. Uplift due to wind may require additional restraint.

3. Uniform load deflection is limited to the following: L/360 on live load and L/180 on total load based on bare joist properties only. Long term deflection (creep) has not been considered. The designer shall evaluate live and total load deflection, and creep in the final design of the member.

4. For deflection, the specified snow loads are reduced by the serviceability limit states Importance Factor (IS = 0.9).

5. These tables do not reflect any additional stiffness provided by the roof sheathing.

6. The spans are based on an end bearing length of 1-3/4" for joists up to 16" deep and 2-1/2" for joists 18" and deeper. An interior bearing length of at least 3-1/2" is required. The spans are limited to the bearing resistance of an SPF wall plate.

7. Web stiffeners shall be installed at all supports for joists 18" and deeper (shown in bold) and for all depths when using a “bird’s mouth” detail.

8. Web fillers are required for I-Joists seated in hangers that do not laterally support the top flange or for hangers that require nailing into the web.

9. Provide continuous lateral support for compression flange. Provide lateral support at points of bearing to prevent twisting of the joist.

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

11. Roof applications in high wind areas require special analysis which may reduce spans and require special connectors to resist uplift.

12. Use in dry service conditions only.13. For conditions not covered or for additional information contact your

LP® SolidStart® Engineered Wood Products distributor.

ACTUAL DEFLECTION BASED ON SPAN AND LIMITSpan (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"

ROOF JOIST SPAN

Pitched

Span

Hori zontal Span

12

Rise

Series Depth16" oc 19.2" oc 24" oc

Specified Dead Load: 25 psf

SPEC

IFIE

D RO

OF S

NOW

LOA

D (S

TAN

DARD

DUR

ATIO

N)

25 p

sf

LPI 20Plus

9-1/2" 18'-11" 17'-6" 15'-8"11-7/8" 22'-3" 20'-3" 18'-1"

14" 24'-1" 22'-0" 19'-7"16" 25'-10" 23'-7" 20'-10"

LPI 32Plus

9-1/2" 20'-1" 18'-10" 17'-1"11-7/8" 23'-11" 21'-10" 19'-6"

14" 26'-3" 23'-11" 20'-10"16" 28'-3" 25'-10" 20'-10"

LPI 36

11-7/8" 25'-1" 23'-6" 21'-9"14" 28'-5" 26'-8" 22'-2"16" 31'-5" 27'-10" 22'-3"18" 34'-2" 32'-1" 26'-6"20" 36'-11" 33'-2" 26'-6"22" 39'-7" 33'-2" 26'-6"24" 39'-11" 33'-2" 26'-6"

LPI 42Plus

9-1/2" 22'-9" 21'-4" 19'-9"11-7/8" 27'-2" 25'-6" 23'-7"

14" 30'-11" 29'-1" 26'-11"16" 34'-4" 32'-3" 28'-11"18" 36'-9" 34'-7" 31'-2"20" 39'-10" 36'-8" 32'-9"22" 42'-1" 38'-5" 34'-4"24" 43'-10" 40'-0" 35'-9"

LPI 52Plus11-7/8" 28'-2" 26'-5" 24'-5"

14" 31'-11" 30'-0" 27'-9"16" 35'-4" 33'-2" 30'-9"

LPI 56

11-7/8" 29'-1" 27'-4" 24'-10"14" 32'-11" 30'-11" 24'-10"16" 36'-5" 31'-2" 24'-11"18" 39'-8" 37'-3" 34'-5"20" 42'-10" 40'-2" 37'-2"22" 45'-11" 43'-1" 39'-10"24" 48'-10" 45'-10" 42'-1"

30 p

sf

LPI 20Plus

9-1/2" 18'-4" 16'-10" 15'-1"11-7/8" 21'-5" 19'-6" 17'-5"

14" 23'-2" 21'-2" 18'-11"16" 24'-10" 22'-8" 19'-4"

LPI 32Plus

9-1/2" 19'-5" 18'-3" 16'-5"11-7/8" 23'-0" 21'-0" 18'-9"

14" 25'-3" 23'-1" 19'-4"16" 27'-3" 24'-3" 19'-4"

LPI 36

11-7/8" 24'-4" 22'-10" 20'-4"14" 27'-7" 25'-6" 20'-4"16" 30'-6" 25'-6" 20'-4"18" 33'-2" 29'-11" 23'-10"20" 35'-10" 29'-11" 23'-10"22" 36'-0" 29'-11" 23'-10"24" 36'-0" 29'-11" 23'-10"

LPI 42Plus

9-1/2" 22'-1" 20'-8" 19'-2"11-7/8" 26'-5" 24'-9" 22'-11"

14" 30'-1" 28'-2" 25'-8"16" 33'-4" 31'-4" 26'-6"18" 35'-9" 33'-7" 30'-0"20" 38'-8" 35'-4" 31'-7"22" 40'-6" 37'-0" 33'-1"24" 42'-3" 38'-7" 34'-5"

LPI 52Plus11-7/8" 27'-4" 25'-8" 23'-9"

14" 31'-0" 29'-1" 26'-11"16" 34'-4" 32'-3" 28'-3"

LPI 56

11-7/8" 28'-3" 26'-6" 23'-0"14" 32'-0" 28'-11" 23'-1"16" 34'-9" 28'-11" 23'-1"18" 38'-6" 36'-2" 33'-5"20" 41'-7" 39'-0" 36'-1"22" 44'-7" 41'-10" 37'-11"24" 47'-5" 44'-6" 37'-11"

17

Roof Span Tables: Low Pitch (6:12 or less) for 40 and 60 psf LoadI-JOISTS





2. The spans listed are the horizontal clear distance between supports and are valid for simple or continuous span applications. Continuous spans are based on the longest span. The shortest span shall not be less than 50% of the longest span. Refer to the Uplift Coefficients table below to determine the required uplift restraint for the end of the shorter span of continuous, unequal span joists due solely to gravity loads. Uplift due to wind may require additional restraint.












ROOF JOIST SPAN

Pitched

Span

Hori zontal Span

12

Rise





SPEC

IFIE

D RO

OF S

NOW

LOA

D (S

TAN

DARD

DUR

ATIO

N)

40 p

sf

LPI 20Plus

9-1/2" 16'-8" 15'-5" 13'-9"11-7/8" 19'-8" 17'-11" 15'-10"

14" 21'-3" 19'-5" 16'-2"16" 22'-10" 20'-5" 16'-3"

LPI 32Plus

9-1/2" 17'-8" 16'-7" 14'-10"11-7/8" 21'-1" 19'-3" 15'-10"

14" 23'-2" 20'-4" 16'-2"16" 24'-6" 20'-5" 16'-3"

LPI 36

11-7/8" 22'-2" 20'-9" 16'-11"14" 25'-1" 21'-3" 16'-11"16" 25'-7" 21'-3" 16'-11"18" 30'-0" 24'-11" 19'-10"20" 30'-0" 24'-11" 19'-10"22" 30'-0" 24'-11" 19'-10"24" 30'-0" 24'-11" 19'-10"

LPI 42Plus

9-1/2" 20'-1" 18'-10" 17'-5"11-7/8" 24'-0" 22'-7" 20'-7"

14" 27'-4" 25'-8" 21'-5"16" 30'-4" 27'-9" 22'-1"18" 32'-6" 30'-7" 27'-6"20" 35'-3" 32'-5" 28'-11"22" 37'-2" 33'-11" 30'-3"24" 38'-9" 35'-4" 30'-3"

LPI 52Plus11-7/8" 24'-11" 23'-4" 21'-7"

14" 28'-3" 26'-6" 23'-5"16" 31'-3" 29'-4" 23'-6"

LPI 56

11-7/8" 25'-8" 24'-1" 19'-4"14" 29'-2" 24'-4" 19'-4"16" 29'-3" 24'-4" 19'-5"18" 35'-1" 32'-11" 30'-3"20" 37'-10" 35'-6" 31'-7"22" 40'-7" 38'-1" 31'-8"24" 43'-2" 39'-8" 31'-8"

60 p

sf

LPI 20Plus

9-1/2" 14'-6" 13'-5" 11'-1"11-7/8" 17'-1" 14'-10" 11'-10"

14" 18'-6" 15'-5" 12'-3"16" 18'-7" 15'-5" 12'-3"

LPI 32Plus

9-1/2" 15'-4" 13'-11" 11'-1"11-7/8" 17'-11" 14'-10" 11'-10"

14" 18'-6" 15'-5" 12'-3"16" 18'-7" 15'-5" 12'-3"

LPI 36

11-7/8" 19'-2" 15'-11" 12'-8"14" 19'-2" 15'-11" 12'-8"16" 19'-2" 15'-11" 12'-8"18" 22'-6" 18'-8" 14'-10"20" 22'-6" 18'-8" 14'-10"22" 22'-6" 18'-8" 14'-10"24" 22'-6" 18'-8" 14'-10"

LPI 42Plus

9-1/2" 17'-5" 16'-4" 13'-8"11-7/8" 20'-10" 19'-4" 15'-5"

14" 23'-9" 20'-1" 16'-0"16" 25'-0" 20'-9" 16'-7"18" 28'-3" 26'-6" 21'-11"20" 30'-7" 28'-2" 22'-7"22" 32'-4" 28'-5" 22'-8"24" 33'-9" 28'-5" 22'-8"

LPI 52Plus11-7/8" 21'-7" 20'-3" 17'-5"

14" 24'-6" 22'-0" 17'-7"16" 26'-7" 22'-1" 17'-8"

LPI 56

11-7/8" 22'-1" 18'-4" 14'-7"14" 22'-1" 18'-5" 14'-8"16" 22'-2" 18'-5" 14'-8"18" 30'-5" 28'-6" 22'-8"20" 32'-10" 29'-8" 23'-8"22" 35'-3" 29'-9" 23'-9"24" 35'-9" 29'-9" 23'-9"

18

Roof Span Tables: High Pitch (6:12 to 12:12) for 25 and 30 psf Load

* Deflections rounded to the nearest 1/16."





2. The spans listed are the horizontal clear distance between supports and are valid for simple or continuous span applications. Continuous spans are based on the longest span. The shortest span shall not be less than 50% of the longest span. Refer to the Uplift Coefficients table on page 19 to determine the required uplift restraint for the end of the shorter span of continuous, unequal span joists due solely to gravity loads. Uplift due to wind may require additional restraint.












ACTUAL DEFLECTION BASED ON SPAN AND LIMITSpan (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"

ROOF JOIST SPAN

Pitched

Span

Hori zontal Span

12

Rise



SPEC

IFIE

D RO

OF S

NOW

LOA

D (S

TAN

DARD

DUR

ATIO

N)

25 p

sf

LPI 20Plus

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

14" 22'-1" 20'-2" 17'-6"16" 23'-8" 21'-7" 17'-7"

LPI 32Plus

9-1/2" 17'-9" 16'-8" 15'-5"11-7/8" 21'-3" 19'-11" 17'-5"

14" 24'-1" 21'-11" 17'-6"16" 25'-11" 22'-0" 17'-7"

LPI 36

11-7/8" 22'-3" 20'-10" 18'-7"14" 25'-2" 23'-4" 18'-7"16" 27'-10" 23'-5" 18'-8"18" 30'-4" 28'-5" 26'-4"20" 32'-9" 30'-9" 27'-6"22" 35'-1" 32'-11" 27'-6"24" 37'-4" 34'-5" 27'-6"

LPI 42Plus

9-1/2" 20'-2" 18'-11" 17'-6"11-7/8" 24'-1" 22'-8" 21'-0"

14" 27'-5" 25'-9" 23'-6"16" 30'-5" 28'-7" 24'-4"18" 32'-7" 30'-7" 28'-4"20" 35'-3" 33'-2" 30'-1"22" 37'-11" 35'-3" 31'-6"24" 40'-3" 36'-8" 32'-10"

LPI 52Plus11-7/8" 24'-11" 23'-5" 21'-8"

14" 28'-4" 26'-7" 24'-7"16" 31'-4" 29'-5" 25'-10"

LPI 56

11-7/8" 25'-9" 24'-3" 20'-10"14" 29'-3" 26'-2" 20'-11"16" 31'-6" 26'-3" 20'-11"18" 35'-2" 33'-0" 30'-7"20" 37'-11" 35'-8" 33'-0"22" 40'-8" 38'-2" 35'-4"24" 43'-3" 40'-8" 37'-8"

30 p

sf

LPI 20Plus

9-1/2" 16'-4" 15'-4" 14'-0"11-7/8" 19'-7" 18'-2" 16'-3"

14" 21'-7" 19'-8" 16'-8"16" 23'-2" 21'-0" 16'-9"

LPI 32Plus

9-1/2" 17'-4" 16'-3" 15'-1"11-7/8" 20'-8" 19'-5" 16'-7"

14" 23'-6" 20'-11" 16'-8"16" 25'-3" 21'-0" 16'-9"

LPI 36

11-7/8" 21'-8" 20'-4" 17'-9"14" 24'-7" 22'-3" 17'-9"16" 26'-10" 22'-4" 17'-10"18" 29'-6" 27'-9" 25'-6"20" 31'-11" 29'-11" 25'-6"22" 34'-2" 31'-11" 25'-6"24" 36'-4" 31'-11" 25'-6"

LPI 42Plus

9-1/2" 19'-8" 18'-5" 17'-1"11-7/8" 23'-6" 22'-1" 20'-5"

14" 26'-9" 25'-1" 22'-5"16" 29'-8" 27'-10" 23'-2"18" 31'-9" 29'-10" 27'-8"20" 34'-5" 32'-4" 29'-4"22" 36'-11" 34'-5" 30'-9"24" 39'-4" 35'-10" 32'-1"

LPI 52Plus11-7/8" 24'-4" 22'-10" 21'-2"

14" 27'-7" 25'-11" 24'-0"16" 30'-6" 28'-8" 24'-8"

LPI 56

11-7/8" 25'-2" 23'-7" 19'-11"14" 28'-6" 25'-0" 19'-11"16" 30'-1" 25'-0" 20'-0"18" 34'-3" 32'-2" 29'-9"20" 37'-0" 34'-9" 32'-2"22" 39'-8" 37'-3" 34'-6"24" 42'-2" 39'-7" 36'-8"

19

Roof Span Tables: High Pitch (6:12 to 12:12) for 40 and 60 psf LoadI-JOISTS





2. The spans listed are the horizontal clear distance between supports and are valid for simple or continuous span applications. Continuous spans are based on the longest span. The shortest span shall not be less than 50% of the longest span. Refer to the Uplift Coefficients table below to determine the required uplift restraint for the end of the shorter span of continuous, unequal span joists due solely to gravity loads. Uplift due to wind may require additional restraint.












ROOF JOIST SPAN

Pitched

Span

Hori zontal Span

12

Rise





SPEC

IFIE

D RO

OF S

NOW

LOA

D (S

TAN

DARD

DUR

ATIO

N)

40 p

sf

LPI 20Plus

9-1/2" 15'-6" 14'-7" 13'-2"11-7/8" 18'-8" 17'-1" 14'-9"

14" 20'-4" 18'-7" 14'-9"16" 21'-10" 18'-7" 14'-10"

LPI 32Plus

9-1/2" 16'-6" 15'-6" 14'-4"11-7/8" 19'-8" 18'-5" 14'-9"

14" 22'-2" 18'-7" 14'-9"16" 22'-5" 18'-7" 14'-10"

LPI 36

11-7/8" 20'-7" 19'-4" 15'-8"14" 23'-4" 19'-9" 15'-9"16" 23'-10" 19'-10" 15'-10"18" 28'-1" 26'-5" 21'-5"20" 30'-4" 26'-10" 21'-5"22" 32'-3" 26'-10" 21'-5"24" 32'-3" 26'-10" 21'-5"

LPI 42Plus

9-1/2" 18'-8" 17'-6" 16'-3"11-7/8" 22'-4" 21'-0" 19'-2"

14" 25'-5" 23'-11" 19'-11"16" 28'-3" 25'-9" 20'-7"18" 30'-3" 28'-5" 26'-3"20" 32'-9" 30'-9" 27'-8"22" 35'-2" 32'-5" 29'-0"24" 37'-0" 33'-9" 30'-2"

LPI 52Plus11-7/8" 23'-2" 21'-9" 20'-1"

14" 26'-3" 24'-8" 21'-5"16" 29'-1" 27'-4" 21'-10"

LPI 56

11-7/8" 23'-11" 22'-1" 17'-8"14" 26'-8" 22'-2" 17'-8"16" 26'-8" 22'-2" 17'-8"18" 32'-7" 30'-7" 28'-4"20" 35'-2" 33'-1" 30'-7"22" 37'-9" 35'-5" 32'-9"24" 40'-2" 37'-9" 34'-1"

60 p

sf

LPI 20Plus

9-1/2" 13'-6" 12'-8" 11'-4"11-7/8" 16'-2" 14'-3" 11'-5"

14" 17'-3" 14'-4" 11'-5"16" 17'-4" 14'-5" 11'-6"

LPI 32Plus

9-1/2" 14'-4" 13'-5" 11'-4"11-7/8" 17'-1" 14'-3" 11'-5"

14" 17'-3" 14'-4" 11'-5"16" 17'-4" 14'-5" 11'-6"

LPI 36

11-7/8" 17'-11" 15'-3" 12'-2"14" 18'-5" 15'-3" 12'-2"16" 18'-5" 15'-4" 12'-3"18" 24'-5" 20'-4" 16'-2"20" 24'-5" 20'-4" 16'-2"22" 24'-5" 20'-4" 16'-2"24" 24'-5" 20'-4" 16'-2"

LPI 42Plus

9-1/2" 16'-3" 15'-3" 13'-10"11-7/8" 19'-5" 18'-3" 14'-10"

14" 22'-1" 19'-3" 15'-5"16" 24'-0" 19'-11" 15'-11"18" 26'-4" 24'-8" 22'-10"20" 28'-6" 26'-9" 24'-4"22" 30'-7" 28'-6" 24'-8"24" 32'-7" 29'-9" 24'-8"

LPI 52Plus11-7/8" 20'-1" 18'-10" 16'-3"

14" 22'-10" 20'-9" 16'-7"16" 25'-3" 21'-2" 16'-11"

LPI 56

11-7/8" 20'-7" 17'-1" 13'-8"14" 20'-8" 17'-2" 13'-8"16" 20'-8" 17'-2" 13'-8"18" 28'-4" 26'-7" 24'-7"20" 30'-7" 28'-9" 25'-9"22" 32'-9" 30'-9" 25'-10"24" 34'-11" 32'-4" 25'-10"

20

TO USE:1. Select the required series and depth.2 Select the column corresponding to the required hole diameter. For diameters between those listed, use the next largest value.3. Read the minimum distance from the inside face of bearing to the center of the circular hole.4. Double check the distance to the other support, using the appropriate support condition.

NOTES:1. 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.2. Round holes up to 1-1/2" diameter may be placed anywhere in the web.3. Perforated “knockouts” may be neglected when locating web holes.4. Holes larger than 1-1/2" are not permitted in cantilevers without special engineering.5. Multiple holes shall 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.

6. 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 joist depth at that location and completely encompass the holes.

7. For conditions not covered in this table, use LP’s design software or contact your local LP® SolidStart® Engineered Wood Products distributor for more information.

Series DepthCircular Hole Diameter

2" 3" 4" 5" 6" 7" 8" 9" 10" 11" 12" 13" 14" 15" 16" 17" 18"

LPI 20Plus

9-1/2" 1'-0" 1'-0" 1'-6" 2'-1" 2'-9" - - - - - - - - - - - -11-7/8" 1'-0" 1'-5" 1'-11" 2'-6" 3'-1" 3'-8" 4'-3" - - - - - - - - - -

14" 1'-4" 1'-10" 2'-4" 2'-9" 3'-3" 3'-9" 4'-3" 4'-9" 5'-4" - - - - - - - -16" 1'-9" 2'-2" 2'-7" 3'-1" 3'-6" 4'-0" 4'-5" 4'-11" 5'-4" 5'-11" 6'-6" - - - - - -

LPI 32Plus

9-1/2" 1'-0" 1'-1" 1'-9" 2'-7" 3'-4" - - - - - - - - - - - -11-7/8" 1'-1" 1'-8" 2'-4" 3'-0" 3'-8" 4'-3" 4'-11" - - - - - - - - - -

14" 1'-8" 2'-3" 2'-10" 3'-5" 3'-11" 4'-6" 5'-1" 5'-8" 6'-4" - - - - - - - -16" 2'-3" 2'-9" 3'-3" 3'-10" 4'-4" 4'-10" 5'-5" 5'-11" 6'-5" 7'-1" 7'-10" - - - - - -

LPI 36

11-7/8" 1'-0" 2'-1" 3'-2" 4'-3" 5'-3" 6'-4" 7'-5" - - - - - - - - - -14" 1'-10" 2'-9" 3'-9" 4'-8" 5'-8" 6'-8" 7'-8" 8'-8" 9'-9" - - - - - - - -16" 2'-3" 3'-1" 4'-0" 4'-11" 5'-10" 6'-10" 7'-9" 8'-9" 9'-10" 10'-11" 12'-0" - - - - - -18" 1'-0" 1'-0" 1'-0" 1'-1" 1'-9" 2'-6" 3'-7" 4'-11" 6'-2" 7'-7" 8'-11" 10'-6" 12'-3" - - - -20" 1'-0" 1'-0" 1'-0" 1'-5" 2'-0" 2'-8" 3'-3" 4'-5" 5'-8" 7'-0" 8'-3" 9'-7" 11'-0" 12'-10" 14'-8" - -22" 1'-0" 1'-0" 1'-2" 1'-8" 2'-3" 2'-10" 3'-5" 4'-1" 5'-3" 6'-6" 7'-8" 8'-11" 10'-1" 11'-5" 13'-2" 15'-1" 16'-11"24" 1'-0" 1'-0" 1'-5" 1'-11" 2'-5" 2'-11" 3'-6" 4'-1" 4'-11" 6'-1" 7'-3" 8'-5" 9'-6" 10'-9" 12'-0" 13'-7" 15'-6"

LPI 42Plus

9-1/2" 1'-3" 2'-3" 3'-3" 4'-3" 5'-3" - - - - - - - - - - - -11-7/8" 3'-3" 4'-0" 4'-10" 5'-7" 6'-4" 7'-1" 7'-11" - - - - - - - - - -

14" 4'-8" 5'-3" 5'-10" 6'-5" 7'-0" 7'-8" 8'-5" 9'-3" 10'-2" - - - - - - - -16" 5'-8" 6'-2" 6'-9" 7'-3" 7'-9" 8'-4" 8'-11" 9'-8" 10'-7" 11'-5" 12'-5" - - - - - -18" 1'-0" 1'-2" 1'-9" 2'-7" 3'-6" 4'-6" 5'-5" 6'-5" 7'-5" 8'-5" 9'-9" 11'-6" 13'-7" - - - -20" 1'-4" 1'-9" 2'-3" 2'-11" 3'-9" 4'-7" 5'-6" 6'-4" 7'-2" 8'-1" 9'-1" 10'-4" 11'-11" 14'-1" 16'-4" - -22" 1'-11" 2'-4" 2'-9" 3'-2" 4'-0" 4'-10" 5'-7" 6'-5" 7'-3" 8'-0" 8'-10" 9'-9" 10'-11" 12'-4" 14'-3" 16'-7" 19'-0"24" 2'-6" 2'-10" 3'-3" 3'-7" 4'-4" 5'-1" 5'-10" 6'-7" 7'-3" 8'-0" 8'-9" 9'-7" 10'-5" 11'-6" 12'-11" 14'-7" 16'-10"

LPI 52Plus

11-7/8" 5'-3" 5'-9" 6'-4" 6'-11" 7'-6" 8'-2" 8'-9" - - - - - - - - - -14" 6'-5" 6'-11" 7'-5" 8'-0" 8'-7" 9'-2" 9'-9" 10'-5" 11'-0" - - - - - - - -16" 7'-5" 7'-11" 8'-4" 8'-11" 9'-6" 10'-1" 10'-8" 11'-4" 12'-0" 12'-7" 13'-4" - - - - - -

LPI 56

11-7/8" 3'-7" 4'-7" 5'-6" 6'-6" 7'-6" 8'-6" 9'-7" - - - - - - - - - -14" 4'-8" 5'-7" 6'-5" 7'-4" 8'-3" 9'-3" 10'-2" 11'-2" 12'-4" - - - - - - - -16" 5'-10" 6'-8" 7'-6" 8'-4" 9'-3" 10'-1" 10'-11" 11'-9" 12'-9" 13'-10" 15'-4" - - - - - -18" 2'-1" 2'-9" 3'-5" 4'-2" 5'-3" 6'-6" 7'-9" 8'-11" 10'-3" 11'-6" 12'-10" 14'-1" 15'-10" - - - -20" 3'-0" 3'-7" 4'-2" 4'-9" 5'-9" 7'-0" 8'-2" 9'-4" 10'-6" 11'-8" 12'-11" 14'-1" 15'-3" 16'-9" 18'-8" - -22" 3'-9" 4'-3" 4'-9" 5'-5" 6'-6" 7'-7" 8'-8" 9'-8" 10'-10" 11'-11" 13'-0" 14'-2" 15'-4" 16'-6" 17'-9" 19'-6" 21'-7"24" 4'-6" 5'-0" 5'-5" 6'-0" 7'-0" 8'-0" 9'-0" 9'-11" 10'-11" 11'-11" 13'-1" 14'-2" 15'-4" 16'-6" 17'-8" 18'-11" 20'-6"

Web Hole Specifications: Circular Holes

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

The specified uniform dead load shall not exceed the specified uniform live load.These tables have NOT been evaluated for concentrated loads.

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

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

4. The maximum hole depth for circular holes is the I-joist Depth less 4," except the maximum hole depth is 6" for 9-1/2" LPI joists, and 8" for 11-7/8" LPI joists.

5. Holes cannot be located in the span where designated “-”, without further analysis by a design professional.

Up to a 1-1/2" diameter hole allowed 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 holes shall be at least twice the length of the larger

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

Closest distance (x) to center of hole

FROM EITHER SUPPORT

END SUPPORT INTERIOR OR CANTILEVER-END SUPPORT

CUT HOLES CAREFULLY! DO NOT OVERCUT HOLES!

DO NOT CUT I-JOIST FLANGES!

21

NOTES:1. 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.2. Round holes up to 1-1/2" diameter may be placed anywhere in the web.3. Perforated “knockouts” may be neglected when locating web holes.4. Holes larger than 1-1/2" are not permitted in cantilevers without special engineering.5. Multiple holes shall 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.6. 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 joist depth at that location and completely encompass the holes.

7. For conditions not covered in this table, use LP’s design software or contact your local LP® SolidStart® Engineered Wood Products distributor for more information.

Web Hole Specifications: Rectangular Holes

TO USE:1. Select the required series and depth.2. Select the column corresponding to the required hole dimension. For dimensions between those listed, use the next largest value.3. Read the minimum distance from the inside face of bearing to the nearest edge of the square or rectangular hole.4. Double check the distance to the other support, using the appropriate support condition.

I-JOISTS

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

The specified uniform dead load shall not exceed the specified uniform live load.These tables have NOT been evaluated for concentrated loads.

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

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

4. The maximum hole depth for rectangular holes is the I-joist Depth less 4", except the maximum hole depth is 6" for 9-1/2" LPI joists, and 8" for 11-7/8" LPI joists. Where the Maximum Hole Dimension exceeds the hole depth, the dimension refers to hole width and the depth of the hole is assumed to be the maximum for that joist depth. The maximum hole width is 18," regardless of I-joist Depth.

5. Holes cannot be located in the span where designated “-”, without further analysis by a design professional.

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 holes shall be at least twice the length of the larger

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

CUT HOLES CAREFULLY! DO NOT OVERCUT HOLES!

DO NOT CUT I-JOIST FLANGES!

Series DepthRectangular Hole Dimension: Depth or Width

2" 3" 4" 5" 6" 7" 8" 9" 10" 11" 12" 13" 14" 15" 16" 17" 18"

LPI 20Plus

9-1/2" 2'-11" 3'-6" 4'-1" 4'-10" 6'-1" 6'-5" 6'-10" 7'-2" 7'-7" 8'-0" 8'-5" 8'-11" 9'-6" 10'-2" 10'-10" - -11-7/8" 3'-11" 4'-5" 5'-0" 5'-9" 6'-9" 8'-1" 9'-8" 10'-2" 10'-8" 11'-3" 11'-11" 12'-7" 13'-5" 14'-4" - - -

14" 1'-3" 2'-0" 2'-8" 3'-5" 4'-1" 4'-11" 5'-10" 7'-3" 9'-5" 10'-4" 11'-4" 12'-4" 13'-4" 14'-5" 15'-10" 17'-6" -16" 1'-8" 2'-4" 3'-0" 3'-9" 4'-5" 5'-2" 5'-11" 7'-0" 8'-7" 11'-0" 14'-6" 15'-9" 17'-1" 18'-9" 20'-9" - -

LPI 32Plus

9-1/2" 3'-7" 4'-2" 4'-10" 5'-10" 7'-1" 7'-5" 7'-9" 8'-1" 8'-5" 8'-10" 9'-4" 9'-10" 10'-5" 11'-1" 11'-10" - -11-7/8" 4'-7" 5'-2" 5'-10" 6'-8" 7'-10" 9'-2" 10'-8" 11'-2" 11'-8" 12'-4" 13'-0" 13'-8" 14'-7" 15'-8" - - -

14" 1'-7" 2'-5" 3'-3" 4'-1" 5'-0" 5'-10" 7'-0" 8'-8" 11'-1" 11'-10" 12'-8" 13'-5" 14'-6" 15'-8" 17'-0" 18'-10" -16" 2'-1" 2'-11" 3'-9" 4'-7" 5'-5" 6'-2" 7'-2" 8'-6" 10'-5" 12'-11" 15'-9" 16'-11" 18'-5" 20'-0" 22'-2" - -

LPI 36

11-7/8" 6'-9" 7'-3" 7'-11" 8'-7" 9'-4" 10'-4" 11'-7" 12'-1" 12'-7" 13'-3" 13'-10" 14'-8" 15'-7" 16'-8" - - -14" 3'-10" 4'-9" 5'-8" 6'-7" 7'-7" 8'-7" 9'-7" 10'-9" 12'-5" 13'-1" 13'-9" 14'-7" 15'-6" 16'-9" 18'-1" 19'-11" -16" 4'-6" 5'-5" 6'-4" 7'-3" 8'-3" 9'-3" 10'-4" 11'-6" 12'-9" 14'-7" 17'-0" 18'-2" 19'-7" 21'-3" 23'-3" - -18" 1'-0" 1'-1" 1'-10" 2'-7" 3'-10" 5'-3" 6'-8" 8'-2" 9'-8" 11'-6" 13'-5" 16'-0" 20'-1" 22'-5" 25'-7" - -20" 1'-0" 1'-7" 2'-3" 3'-0" 4'-0" 5'-5" 6'-10" 8'-3" 9'-8" 11'-5" 13'-5" 15'-6" 18'-4" 22'-9" - - -22" 1'-5" 2'-0" 2'-8" 3'-4" 4'-2" 5'-7" 7'-0" 8'-4" 9'-9" 11'-3" 13'-3" 15'-5" 17'-8" 20'-11" 25'-10" - -24" 1'-9" 2'-5" 3'-0" 3'-8" 4'-5" 5'-10" 7'-2" 8'-7" 9'-11" 11'-5" 13'-2" 15'-4" 17'-8" 20'-2" 23'-10" 29'-4" -

LPI 42Plus

9-1/2" 5'-5" 6'-3" 7'-0" 7'-11" 8'-11" 9'-3" 9'-7" 9'-11" 10'-4" 10'-10" 11'-4" 11'-11" 12'-7" 13'-4" 14'-3" - -11-7/8" 7'-6" 8'-3" 8'-11" 9'-8" 10'-7" 11'-9" 13'-2" 13'-8" 14'-3" 14'-11" 15'-8" 16'-7" 17'-6" 18'-9" - - -

14" 4'-7" 5'-5" 6'-4" 7'-2" 8'-3" 9'-6" 10'-10" 12'-3" 14'-2" 14'-10" 15'-8" 16'-7" 17'-8" 18'-11" 20'-6" 22'-6" -16" 5'-7" 6'-5" 7'-2" 8'-0" 8'-11" 10'-2" 11'-7" 13'-0" 14'-6" 16'-8" 19'-6" 20'-10" 22'-3" 24'-1" 26'-4" - -18" 1'-9" 2'-7" 3'-7" 4'-8" 5'-8" 6'-8" 7'-9" 8'-11" 10'-6" 12'-8" 15'-0" 17'-11" 22'-5" 24'-11" 28'-6" - -20" 2'-4" 3'-2" 4'-2" 5'-1" 6'-0" 7'-0" 8'-0" 9'-1" 10'-6" 12'-4" 14'-10" 17'-4" 20'-7" 25'-5" - - -22" 2'-11" 3'-9" 4'-8" 5'-7" 6'-6" 7'-5" 8'-5" 9'-4" 10'-7" 12'-2" 14'-4" 17'-0" 19'-10" 23'-6" 28'-10" - -24" 3'-6" 4'-4" 5'-3" 6'-1" 7'-0" 7'-10" 8'-9" 9'-8" 10'-10" 12'-3" 14'-1" 16'-8" 19'-8" 22'-9" 26'-10" 32'-3" -

LPI 52Plus

11-7/8" 8'-5" 9'-0" 9'-7" 10'-5" 11'-3" 12'-5" 13'-10" 14'-5" 15'-0" 15'-8" 16'-6" 17'-4" 18'-5" 19'-8" - - -14" 6'-3" 7'-1" 7'-10" 8'-9" 9'-8" 10'-6" 11'-7" 13'-0" 14'-10" 15'-7" 16'-5" 17'-4" 18'-6" 19'-10" 21'-6" 23'-5" -16" 7'-4" 8'-0" 8'-10" 9'-9" 10'-8" 11'-8" 12'-8" 13'-11" 15'-6" 17'-6" 20'-5" 21'-8" 23'-3" 25'-2" 27'-4" - -

LPI 56

11-7/8" 8'-10" 9'-5" 10'-1" 10'-11" 11'-10" 13'-0" 14'-6" 15'-2" 15'-9" 16'-6" 17'-4" 18'-3" 19'-3" 20'-5" - - -14" 6'-7" 7'-5" 8'-3" 9'-2" 10'-1" 11'-1" 12'-2" 13'-8" 15'-7" 16'-4" 17'-3" 18'-2" 19'-5" 20'-9" 22'-6" 24'-4" -16" 7'-11" 8'-10" 9'-8" 10'-6" 11'-4" 12'-3" 13'-3" 14'-7" 16'-2" 18'-2" 21'-3" 22'-8" 24'-3" 26'-2" 28'-3" - -18" 3'-4" 4'-2" 5'-4" 6'-8" 8'-0" 9'-4" 10'-8" 12'-1" 13'-5" 15'-0" 17'-1" 20'-1" 25'-2" 27'-10" 31'-1" - -20" 4'-3" 5'-0" 6'-4" 7'-7" 8'-11" 10'-3" 11'-7" 12'-11" 14'-2" 15'-7" 17'-5" 19'-8" 22'-11" 28'-4" - - -22" 5'-0" 6'-1" 7'-4" 8'-7" 9'-10" 11'-1" 12'-5" 13'-8" 15'-0" 16'-4" 17'-10" 19'-11" 22'-5" 26'-1" 31'-7" - -24" 5'-10" 6'-11" 8'-2" 9'-4" 10'-6" 11'-8" 13'-0" 14'-4" 15'-9" 17'-2" 18'-7" 20'-5" 22'-8" 25'-6" 29'-6" 34'-7" -

22

WEB STIFFENER REQUIREMENTSSeries Depth Minimum Thickness Maximum Height Nail Size* Nail Qty

LPI 20Plus&

LPI 32Plus

9-1/2" 23/32" 6-3/8" 8d (2-1/2") 311-7/8" 23/32" 8-3/4" 8d (2-1/2") 3

14" 23/32" 10-7/8" 8d (2-1/2") 316" 23/32" 12-7/8" 8d (2-1/2") 3

LPI 36

11-7/8" 23/32" 8-3/4" 8d (2-1/2") 414" 23/32" 10-7/8" 8d (2-1/2") 516" 23/32" 12-7/8" 8d (2-1/2") 618" 23/32" 14-7/8" 8d (2-1/2") 720" 23/32" 16-7/8" 8d (2-1/2") 822" 23/32" 18-7/8" 8d (2-1/2") 924" 23/32" 20-7/8" 8d (2-1/2") 10

LPI 42Plus

11-7/8" 1-1/2" 8-3/4" 10d (3") 314" 1-1/2" 10-7/8" 10d (3") 316" 1-1/2" 12-7/8" 10d (3") 318" 1-1/2" 14-7/8" 10d (3") 720" 1-1/2" 16-7/8" 10d (3") 822" 1-1/2" 18-7/8" 10d (3") 924" 1-1/2" 20-7/8" 10d (3") 10

LPI 52Plus11-7/8" 1-1/2" 8-3/4" 10d (3") 3

14" 1-1/2" 10-7/8" 10d (3") 316" 1-1/2" 12-7/8" 10d (3") 3

LPI 56

11-7/8" 1-1/2" 8-3/4" 10d (3") 414" 1-1/2" 10-7/8" 10d (3") 516" 1-1/2" 12-7/8" 10d (3") 618" 1-1/2" 14-7/8" 10d (3") 720" 1-1/2" 16-7/8" 10d (3") 822" 1-1/2" 18-7/8" 10d (3") 924" 1-1/2" 20-7/8" 10d (3") 10

* Nail Size is for common wire nails.

Web Stiffeners

End support*

Interior or Cantilever support*

Nails to be equally spaced, staggered and

driven alternately from each face. Clinch nails

where possible.

1/8" min., 1" max. gap

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

1/8" min., 1" max. gap

Concentrated load

WEB STIFFENER REQUIREMENTS

NOTES:1. Web stiffeners shall be installed in pairs – one to each side of the web. Web stiffeners are always required for the "Bird’s Mouth" roof joist bearing detail.2. Web stiffeners shall be cut to fit between the flanges of the LP® SolidStart® I-Joist, leaving a minimum 1/8" gap (1" maximum). At bearing locations,

the stiffeners shall be installed tight to the bottom flange. At locations of concentrated loads, the stiffeners shall be installed tight to the top flange.3. Web stiffeners shall be cut from APA Rated OSB (or equal) or from LP SolidStart LVL, LSL or OSB Rim Board. 2x lumber is permissible. Do not use 1x lumber,

as it tends to split, or build up the required stiffener thickness from multiple pieces.4. Web stiffeners shall be the same width as the bearing surface, with a minimum of 3-1/2."5. See the Web Stiffener Requirements table above for minimum stiffener thickness, maximum stiffener height and required nailing.

* Refer to framing plan for specific conditions.

23

Sprinkler DetailsI-JOISTS

SPRINKLER SUPPORTFactored Assembly Capacity 305 lbs.


S8 S9


S2

NOTES:1. Holes for bolts shall be between

1/32" and 1/16" greater than the diameter of the bolt.2. Provide a flat washer and nut for bolts.3. Use three 16d (3-1/2") common nails to attach cross member to web.4. Lag screw fastener for rod should be located 1" from top of cross member.5. Consult NFPA 13 for lag screw dimensions and maximum supported pipe diameter.6. Sprinkler support should be centered between the joists.7. Spacing between joists is limited to 48" oc.8. Framing members to be SPF or better.



S3

S4 SPRINKLER SUPPORTFactored Assembly Capacity 375 lbs.

S7

NOTES:1. Use three 16d (3-1/2") common nails to attach cross member to web.2. Lag screw fastener for hanger should be located 2-1/2" from bottom of cross

member for branch lines and 3" for mains.3. Consult NFPA 13 for lag screw dimensions and maximum supported pipe diameter.4. Sprinkler support should be centered between the joists.5. Spacing between joists is limited to 48" oc.6. Framing members to be SPF or better.

NOTES:1. Holes for bolts shall be between 1/32" and 1/16" greater than the diameter of

the bolt.2. Provide flat washer and nut for bolts.3. Bolts should be located 2-1/2" from bottom of block.4. Consult NFPA 13 for maximum supported pipe diameter.5. Framing members to be SPF or better.

NOTES:1. Use three 16d (3-1/2") common nails to attach cross member to web.2. Lag screw fastener for rod should be located 2-1/2" from bottom of cross member

for branch lines and 3" for mains.3. Consult NFPA 13 for lag screw dimensions and maximum supported pipe diameter.4. Sprinkler support should be centered between joists.5. Joist spacing is limited to 48" oc.6. Framing members to be SPF or better.


the bolt.2. Provide a flat washer and nut for bolts.3. Bolts should be located 2-1/2" from bottom of block.4. Consult NFPA 13 for maximum supported pipe diameter.5. See product specific technical guide for hole sizes and location.6. Framing members to be SPF or better.


the bolt.2. Provide a flat washer and nut for bolts.3. Bolts should be located 2-1/2" from bottom of block.4. Consult NFPA 13 for maximum supported pipe diameter.5. Side beam bracket per NFPA 13.6. Framing members to be SPF or better.

2X6 block requires two 1/2" A307 bolts bolted

through web

4 X 6 cross member requires two 16d (3-1/2") nails per end

Fastener

Verify hanger capacity with manufacturer. Verify hanger capacity

with manufacturer. U-type hanger

per NFPA 13

Fastener

4X6 cross member requires three 16d (3-1/2")

nails per end

2X6 block requires two 1/2" A307 bolts bolted

through web

U-type hanger per NFPA 13

4X6 cross member requires three 16d (3-1/2")

nails per endFastener

Verify hanger capacity with manufacturer.

2 X 6 block requires two 1/2" A307 bolts bolted through web

Inverted U-type hanger per NFPA 13

Hole through web

Hanger per NFPA 13.

3/8" minimum machine bolt through web

2 X 6 Block

Side beam bracket




24

Floor Details

Filler block(s)minimum 4' long

Approved connection (by others)

Web filler (as backer block) minimum 12" long

See I-Joist Filler Schedule for filler block and web

filler sizes

See I-Joist Header Cross-Section for connection information of the filler and backer blocks

RIM BOARD RIM JOIST Refer to Note 8

BLOCKING AT EXTERIOR WALL

Fasten rim board to each floor I-Joist using one 8d nail or

10d box nail per flange

Same depth as I-Joist

8d nails at 6" oc toe-nailed from outside of building

Fasten rim joist to each floor I-Joist with one 10d nail into the end of each flange. Use 16d box nails for rim joists with flanges wider than 1-3/4."

8d nails at 6" oc (when used for shear transfer,

nail to bearing plate with same nailing schedule for decking)

8d nails at 6" oc (when used for shear transfer,

nail to bearing plate with same nailing schedule for decking)

Rim joists with flanges wider than 1-3/4" require

a minimum 2 x 6 plate

A1 A2 A3

BLOCKING AT INTERIOR SUPPORT

Bearing wall aligned under wall above

Blocking is not required if no wall above unless I-Joists end at support. Blocking may be required at interior supports by project designer or by code for seismic design

B3SQUASH BLOCKS

Use double squash blocks as specified. Squash blocks shall be cut 1/16" taller

than I-Joist. 2 x 4 min.

Bearing wall aligned under wall above

Blocking panels may be required with shear wall

Stagger 8d or 10d

nails to avoid

splitting

Toe-nail 8d or 10d box nail to plate

B2 NON-STACKING WALLS

LP SolidStart I-Joists shall be designed to carry all applied loads including walls from above that do not stack directly over the I-Joist support.

WEB STIFFENERS AT INTERIOR SUPPORT

(When Required)

Verify stiffener requirements (see Web Stiffener detail)

B1

POST LOADS

Squash blocks required under all post loads

D2 HANGER DETAIL

Verify web filler requirements for hangers

Verify capacity and fastening requirements

of hangers and connectors

E2E1

SOLID BLOCKING AT EXTERIOR WALLA4

8d nails at 6" oc toe-nailed from outside of building

Same depth as I-Joist

LP LVL, LP LSL or LP Rim Board as blocking

STAIR STRINGER

JOIST SUPPORT NAILING

Secure I-Joist to plate with two 8d nails or 10d box. Drive one nail from each side of I-Joist, angled inward.

Place nail 1-1/2" min. from end of I-Joist. If nails are close to edge of plate, drive at an angle to reduce splitting

A5

25

Floor DetailsI-JOISTS

I-JOIST HEADER

Verify all hanger connections

Verify web filler/ stiffener requirements for hangers

Web filler (as backer block)

Filler blocks

Refer to I-Joist Filler Thickness table for web filler (backer block) and filler block sizes

See I-Joist Header Cross-Section for information on attaching web fillers and filler blocks

Filler blocks

E3 DOUBLE I-JOIST CONNECTIONE5

Filler block

6" oc

BEVEL CUT/FIRE CUTNON LOAD-BEARING CANTILEVER

Bevel cut may not extend beyond inside face of bearing wall

LPI blocking or other lateral support required at ends of I-Joist

Uniform loads only

Adjacent span1/3 adjacent span (max.)

OSB or equal closure

GENERAL NOTES:1. Some wind or seismic loads may require different or additional details and connections.2. Verify building code requirements for suitability of details shown.3. Refer to page 5 for bearing length requirements.4. Refer to page 5 for Flange Face Nailing Schedule for LPI rim joist or blocking panel nailing.5. Lateral support shall be considered for bottom flange when there is no sheathing on underside.6. Verify capacity and fastening requirements of hangers and connectors.7. Squash block capacity designed by others.8. Do not use LPI joists with flanges wider than 2-1/2" as rim joists.

I-JOIST HEADER CROSS-SECTIONWeb Filler/Backer Block: Backer blocks shall be at least 12" long and located behind every supported hanger. For a single I-joist header, install backer blocks to both sides of the web. Two pieces of 2 x 8 (min.) lumber, cut to the proper height (see notes 2 & 3), may be set vertically side-by-side to achieve the required minimum 12" length.

Attach backer blocks with 2-1/2" nails (use 3" nails for flanges wider than 2-1/2"). Use a minimum of 10 nails spaced to avoid splitting, with half the nails to each side of the center of the supported hanger.

Note: Backer blocks may be omitted for top-mount hangers supporting only factored downward loads not exceeding 360 lbs.Filler Blocks: Install in minimum 4' long sections at each support, centered behind each supported hanger and at no more than 8' oc. Lumber fillers may be stacked to achieve the required depth (see notes 2 & 3). For example, two 4' long 2 x 8’s may be stacked vertically to achieve the filler depth for an 18" deep I-joist (minimum required depth is 18" – 3" – 1" = 14").

Attach filler blocks with 2-1/2" nails (3" for flanges wider than 2-1/2") nails spaced 6" oc per row. Use one row of nails in each row of stacked fillers, with a minimum of two rows of nails. Drive every other nail from opposite sides.

Web filler (as backer block)

Verify web filler/stiffener requirements for hangers

Filler block(s)

Supported hanger (top-mount shown)

E4

I-JOIST FILLER THICKNESSSeries Filler Block Web Filler/Backer Block

LPI 20Plus LPI 32Plus 2-1/8" 1"

LPI 36 1-7/8" 7/8"LPI 42Plus LPI 52Plus

LPI 563" 1-1/2"

Refer to I-Joist Filler Thickness table for filler block sizes

NOTES:1. Backer blocks and filler blocks shall consist of APA Rated wood structural panel (OSB or plywood), 2 x lumber (SPF or better), or LP® SolidStart® LVL, LSL or OSB Rim Board, with a

net thickness equivalent to that shown in the I-Joist Filler Thickness table below.2. Except as noted in 3, backer blocks and filler blocks shall fit the clear distance between flanges with a gap of at least 1/8," but not more than 1," and shall be of sufficient depth to

allow for all hanger nailing into the web. Do not force into place.3. Backer blocks and filler blocks for double I-joists that are top-loaded only or side-loaded supporting top-mount hangers that do not require nailing into the web, shall be at least

5-1/2" deep for I-joists to 11-7/8" deep, and shall be at least 7-1/4" deep for I-joists 14" and deeper.4. Install backer blocks tight to top flange for top-loaded joists and for joists supporting top-mount hangers (shown). Install tight to bottom flange for joists supporting face-mount hangers.5. Clinch nails where possible.6. For double I-joists, additional nailing is required to transfer factored loads exceeding 1110 lbs for concentrated loads or 740 plf of uniformly distributed load (i.e., hangers supported at

24" oc or less). For additional information, contact your LP® SolidStart® Engineered Wood Products distributor.

See Double I-Joist Connection detail

6" oc

Floor sheathing to be glued and nailed to flanges of both plies

See I-Joist Header Cross-Section for information on attaching filler blocks

NOTES:1. Backer blocks and filler blocks shall consist of APA Rated wood structural panel

(OSB or plywood), or 2x lumber (SPF or better).2. LP LVL, LSL or OSB Rim Board may also be used.3. Refer to the Notes for the I-Joist Header Cross-Section above for details on the

required height and length, and nailing of the backer blocks and filler blocks.

26

Roof Details

Simpson® LSTA24,

USP® LSTI-22 strap or equal

Beveled plate

LPI blocking5

Support beam or wall

23/32" x 2'-0" OSB with 8-16d nails each side

min. 1/8" gap at top

Beveled plate

LPI blocking5

Support beam or wall

Simpson LSTA24, USP LSTI-22 strap (or equal) for

pitch over 7:12

Structural beam

Web filler required each side

Simpson LSSU, USP TMU (or equal) hanger

Header

Simpson LSTA24,

USP LSTI-22 strap (or equal)

for pitch over 7:12

Web filler required each side

Simpson LSSU, USP TMU (or equal) hanger

Beveled plate

2 x 4 cut to fit 2 x 4 filler

8d nails at 6" oc staggered and clinched

2 x 4 cut to fit both

sides

2'- 0"

max.

4'-0" m

in.

LPI blocking5

Web fillers required both sides of I-Joist

8d nails at 6" oc 1" from edge

8d or 10d box toe-nail

to plate

8d nails staggered at 6" oc

2 x 4 fillerLadder Gable end

Maximum overhang same as rafter spacing

(2'-0" max.)

8d nails at 6" oc clinched

RAFTER CONNECTION RAFTER CONNECTION WITH FITTED OSB GUSSET

RIDGE RAFTER CONNECTION

HEADER CONNECTION

FLAT SOFFIT (Fascia Support)

OVERHANG OVERHANG

OUTRIGGER

2 x 4 cut to fit

4'-0" m

in.

Beveled plate

LPI blocking5

2'- 0"

max.

NOTES:1. Minimum pitch: 1/4" per foot (1/4:12).

Maximum pitch: 12" per foot (12:12).2. Verify capacity and fastening requirements of hangers

and connectors.3. Some wind or seismic loads may require different or

additional details and connections. Uplift anchors may be required.

4. 4" diameter hole(s) may be cut in blocking for ventilation.5. Lateral resistance shall be provided. Other methods

of restraint, such as full depth LP SolidStart OSB Rim Board, LP® SolidStart® LVL, LP SolidStart LSL or metal X-bracing may be substituted for the LP blocking shown.

Beveled web stiffeners required both sides

Don’t cut beyond inside face of bearing

LPI blocking5

BIRD’S MOUTH(Lower bearing only)

J1 J2 J3

J4

2x beveled plate

Simpson VPA,

USP TMP (or equal) connector

may be substituted for beveled

plate

LPI blocking5

BEVELED PLATEH2H1

H3 H4 H5

K2

Cut to fit tight to wall plate

ROOF OPENINGHanger ConnectionsK1

Filler on back sideWeb filler

Web stiffener required

(see Web Stiffener

details)

Filler block Web filler

Install header plumb

2'- 0" max.

2'- 0" max.

LPI blocking5

27

LVL Product Specifications & Design ValuesLVL

SPECIFIED STRENGTHS & STIFFNESS (PSI)

Grade Bending fb

4

Modulus of Elasticity E5

(X106 psi)

Shear fv

Compression Stressfc

(parallel to grain)fcp

(perpendicular to grain)2900Fb-2.0E 5359 2.0 530 5107 13652250Fb-1.5E 4158 1.5 530 3751 1365

NOTES: 1. Tabulated values are based on the factored compression resistance, perpendicular-to-grain, of the LVL. This is suitable for beams bearing on steel or the end-grain of studs.2. Verify that the support for the beam is structurally adequate to carry the reaction. The compressive resistance, parallel-to-grain, of studs may require more studs than the bearing

length above indicates.3. For beams bearing on wood plates, the required bearing length will increase based on the bearing resistance (compression perpendicular-to-grain) of the species and grade used

for the plate material.4. Verify local code requirements concerning minimum bearing.

NOTES:1. The Factored Moment and Shear are for standard load duration and shall be adjusted according to code.2. The tabulated Factored Moment Resistance assumes continuous lateral support of the compression edge. For other conditions, multiply the Factored Moment Resistance by the

beam lateral stability factor, KL, as defined in the CSA O86.3. The 3-1/2," 5-1/4" and 7" beam widths listed above can be either a single piece or a combination of widths. For example, a 7" wide beam may be a single billet beam of 7," two plies

of 3-1/2," a single 1-3/4" attached to a 5-1/4" billet beam, a 3-1/2" with a 1-3/4" ply attached to each face, or four plies of 1-3/4." Refer to the Connection Assemblies details on page 34 for additional information.

4. The tabulated weight is an estimate and shall only be used for design purposes. Contact LP for actual shipping weights.

FASTENERS:Refer to pages 34-35 for information on connecting multiple plies and for the equivalent relative density for design of nailed and bolted connections.

SECTION PROPERTIES AND FACTORED RESISTANCES

Grade DepthWeight (lb/ft)

Factored Moment Resistance (lb-ft)

Factored Shear Resistance (lb)

Moment of Inertia (in4)

1-3/4" 3-1/2" 5-1/4" 7" 1-3/4" 3-1/2" 5-1/4" 7" 1-3/4" 3-1/2" 5-1/4" 7" 1-3/4" 3-1/2" 5-1/4" 7"

2900

F b-2.0

E

7-1/4" 3.6 7.3 10.9 14.5 6517 13033 19550 26067 4035 8069 12104 16139 56 111 167 2229-1/4" 4.6 9.3 13.9 18.5 10325 20649 30974 41299 5148 10295 15443 20591 115 231 346 4629-1/2" 4.8 9.5 14.3 19.0 10858 21716 32574 43432 5287 10574 15860 21147 125 250 375 50011-1/4" 5.6 11.3 16.9 22.5 14943 29887 44830 59774 6261 12521 18782 25043 208 415 623 83111-7/8" 5.9 11.9 17.8 23.8 16550 33100 49651 66201 6608 13217 19825 26434 244 488 733 977

14" 7.0 14.0 21.0 28.0 22476 44953 67429 89905 7791 15582 23373 31164 400 800 1201 160116" 8.0 16.0 24.0 32.0 28802 57604 86406 115208 8904 17808 26712 35616 597 1195 1792 238918" 9.0 18.0 27.0 36.1 35844 71689 107533 143377 10017 20034 30051 40068 851 1701 2552 340220" 10.0 20.0 30.0 40.1 43591 87182 130774 174365 11130 22260 33390 44520 1167 2333 3500 466722" 11.0 22.0 33.0 44.1 52032 104064 156096 208128 12243 24486 36729 48972 1553 3106 4659 621124" 12.0 24.0 36.1 48.1 61158 122315 183473 244630 13356 26712 40068 53424 2016 4032 6048 8064

2250

F b-1.5

E

5-1/2" 2.8 5.5 8.3 11.0 3001 6001 9002 12002 3061 6122 9182 12243 24 49 73 977-1/4" 3.6 7.3 10.9 14.5 5056 10112 15169 20225 4035 8069 12104 16139 56 111 167 2229-1/4" 4.6 9.3 13.9 18.5 8011 16022 24032 32043 5148 10295 15443 20591 115 231 346 4629-1/2" 4.8 9.5 14.3 19.0 8425 16849 25274 33699 5287 10574 15860 21147 125 250 375 50011-1/4" 5.6 11.3 16.9 22.5 11594 23189 34783 46378 6261 12521 18782 25043 208 415 623 83111-7/8" 5.9 11.9 17.8 23.8 12841 25682 38524 51365 6608 13217 19825 26434 244 488 733 977

14" 7.0 14.0 21.0 28.0 17439 34878 52317 69757 7791 15582 23373 31164 400 800 1201 160116" 8.0 16.0 24.0 32.0 22347 44695 67042 89389 8904 17808 26712 35616 597 1195 1792 2389

NOTES:1. LP® SolidStart® LVL shall be designed for dry-use conditions only. Dry-use applies to products installed in dry, covered and well ventilated interior conditions in which the equivalent

average moisture content in lumber will not exceed 15% nor a maximum of 19%.2. The specified strengths and stiffness are for standard load duration. Specified strengths shall be adjusted according to code. Stiffness shall not be adjusted.3. The specified strengths and stiffness are for members supporting loads applied parallel to the wide face (“edge” or “beam” orientation).4. The specified Bending strength, fb, is tabulated for 12" depth. For depths greater than 12," multiply fb by (12/depth)0.143. For depths less than 12," multiply fb by (12/depth)0.111.

For depths less than 3-1/2," multiply fb by 1.147.5. Deflection calculations shall include both bending and shear deformations.

Deflection for a simple span, uniform load: ∆ = + Where: ∆ = deflection (in) E = modulus of elasticity (from table) w = uniform load (plf) b = width (in) L = design span (ft) d = depth (in)

Equations for other conditions can be found in engineering references.

270wL4 28.8wL2

Ebd3 Ebd

FACTORED REACTION RESISTANCE (LBS)Bearing Length

Width 1-1/2" 2" 2-1/2" 3" 3-1/2" 4" 4-1/2" 5" 5-1/2" 6" 6-1/2" 7" 7-1/2" 8" 8-1/2" 9" 9-1/2" 10" 10-1/2" 11" 11-1/2" 12"1-3/4" 2866 3822 4777 5733 6688 7644 8599 9555 10510 11466 12421 13377 14332 15288 16243 17199 18154 19110 20065 21021 21976 229323-1/2" 5733 7644 9555 11466 13377 15288 17199 19110 21021 22932 24843 26754 28665 30576 32487 34398 36309 38220 40131 42042 43953 458645-1/4" 8599 11466 14332 17199 20065 22932 25798 28665 31531 34398 37264 40131 42997 45864 48730 51597 54463 57330 60196 63063 65929 68796

7" 11466 15288 19110 22932 26754 30576 34398 38220 42042 45864 49686 53508 57330 61152 64974 68796 72618 76440 80262 84084 87906 91728

28

LVL 2900Fb-2.0E Uniform Floor Load (PLF) Tables

Span

1-3/4" x 7-1/4" 1-3/4" x 9-1/4" 1-3/4" x 9-1/2" 1-3/4" x 11-1/4"

SpanUnfactored Deflection Resistance Factored

Total Resistance

Unfactored Deflection Resistance Factored Total

Resistance


Resistance


ResistanceLive Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load

L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/2406' 494 659 985 1071 947 1263 1366 1014 1353 1403 1553 1662 6'7' 323 430 642 917 630 840 1170 677 902 1202 1054 1406 1423 7'8' 221 295 439 802 438 584 872 1023 471 628 938 1051 744 992 1245 8'9' 158 211 313 639 316 421 627 909 340 454 676 933 542 723 1079 1105 9'

10' 116 155 230 516 235 313 465 817 253 337 502 839 406 542 807 994 10'11' 88 118 173 426 179 238 353 676 193 257 381 711 311 415 618 903 11'12' 68 91 133 357 139 186 274 567 150 200 296 597 244 325 482 823 12'13' 54 72 105 303 110 147 216 482 119 159 234 508 194 259 383 700 13'14' 43 58 83 261 89 119 173 415 96 128 188 437 157 209 309 602 14'15' 35 47 67 227 73 97 141 361 78 105 153 380 128 171 252 524 15'16' - - - - 60 80 116 316 65 87 125 333 107 142 208 459 16'17' - - - - 50 67 96 280 54 72 104 294 89 119 173 406 17'18' - - - - 42 57 80 249 46 61 87 262 75 101 146 361 18'19' - - - - 36 48 68 223 39 52 74 234 64 86 124 324 19'20' - - - - 31 41 58 200 33 45 63 211 55 74 105 291 20'21' - - - - - - - - - - - - 48 64 91 264 21'22' - - - - - - - - - - - - 42 56 78 239 22'

Span

1-3/4" x 11-7/8" 1-3/4" x 14" 1-3/4" x 16" 1-3/4" x 18"


Total Resistance


Resistance


Resistance


ResistanceLive Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load

L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/24010' 471 628 937 1049 735 980 1237 1042 1390 1414 1404 1591 10'11' 362 483 719 953 569 759 1124 813 1084 1285 1104 1445 11'12' 284 379 562 873 449 599 891 1030 645 860 1177 882 1176 1324 12'13' 226 302 447 776 360 480 713 950 520 693 1032 1085 714 952 1221 13'14' 183 244 361 668 292 390 578 881 424 566 841 1007 585 780 1133 14'15' 150 200 295 581 241 321 475 790 350 467 693 939 485 647 961 1057 15'16' 125 166 244 509 200 267 394 693 292 390 577 880 406 542 804 990 16'17' 104 139 204 450 168 225 330 613 246 329 485 787 343 458 678 931 17'18' 88 118 171 401 143 190 279 546 209 279 411 701 292 390 576 873 18'19' 75 101 145 359 122 163 238 489 179 239 351 628 251 335 493 783 19'20' 65 87 124 323 105 140 204 440 155 207 302 566 217 289 425 705 20'21' 56 75 107 292 91 122 176 398 134 179 261 512 189 252 369 638 21'22' 49 65 92 266 80 106 153 362 118 157 227 466 165 220 322 581 22'23' 43 57 80 242 70 93 133 331 103 138 199 425 145 194 282 530 23'24' 38 51 70 222 62 82 117 303 91 122 175 390 128 171 248 486 24'25' 33 45 61 204 55 73 103 278 81 108 154 358 114 152 220 447 25'26' 30 40 54 188 49 65 91 257 72 96 137 330 102 136 195 412 26'27' - - - - 43 58 80 237 65 86 121 306 91 122 174 382 27'28' - - - - 39 52 71 220 58 77 108 283 82 109 155 354 28'29' - - - - 35 47 64 205 52 70 97 263 74 99 139 329 29'30' - - - - 32 42 57 191 47 63 87 246 67 89 125 307 30'

TO USE:1. Select the span required.2. Divide the design loads by the number of plies to verify each ply of the member.

Divide the design loads by 2 to verify a 3-1/2" width,by 3 to verify a 5-1/4" width or by 4 to verify a 7" width.

3. Compare the factored design total load to the Factored Total Resistance column.4. Compare the unfactored design total load to the Total Load Deflection

Resistance.5. Compare the unfactored design live load to the Live Load Deflection Resistance

for the appropriate deflection limit.6. Select a product that satisfies all three conditions.7. Check bearing requirements.

EXAMPLE:For a 16' beam span, select a 2- and 3-ply beam that satisfies an L/360 Live Load deflection limit for the following specified loads: Live Load = 480 plf; Dead Load = 180 plf.CALCULATE DESIGN LOADS:Factored Total Load = (1.5 x 480) + (1.25 x 180) = 945 plf Unfactored Total Load = 480 + 180 = 660 plfSOLUTION FOR A 2-PLY BEAM: SOLUTION FOR A 3-PLY BEAM:Factored Total Load per ply = 945/2 = 473 plf Factored Total Load per ply = 945/3 = 315 plfUnfactored Total Load per ply = 660/2 = 330 plf Unfactored Total Load per ply = 660/3 = 220 plfUnfactored Live Load per ply = 480/2 = 240 plf Unfactored Live Load per ply = 480/3 = 160 plf Use 2 plies 1-3/4" x 14" Use 3 plies 1-3/4" x 11-7/8"

DESIGN ASSUMPTIONS:1. Span is the center-to-center distance of the supports and is valid for simple or equal, continuous span applications.2. The values in the tables are for uniform loads only.3. Factored Total Resistance is for standard (100%) duration and is adjusted to account for the self-weight of the member. The specified dead load shall not exceed the specified live load.4. Live Load Deflection Resistance is limited to L/360 or L/480 as noted in the table. Vibration has not been considered.5. Total Deflection Resistance is limited to L/240. Long term deflection (creep) has not been considered.6. These tables assume full lateral support of the compression edge. In lieu of a lateral stability analysis: Members with a depth-to-width ratio not exceeding 6.5:1

shall be considered to have full lateral support by direct connection, to the compression edge of the member, of structural wood panel sheathing or by joists spaced not more than 24" oc. Members with a depth-to-width ratio not exceeding 7.5:1 shall also have adequate bridging or blocking installed at an interval not to exceed 8 times the depth of the member. Members with a depth-to-width ratio not exceeding 9:1 shall have both edges supported. Other conditions require further analysis by a design professional.

7. Proper bearing must be provided at each support. The required bearing can be determined from the Factored Reaction Resistance table on page 27.8. Factored Total Resistance values shown in bold italic are limited by compression perpendicular-to-grain of the LVL for the maximum intermediate bearing

length of 12."

ADDITIONAL NOTES:1. The tabulated resistances represent the capacity of the member in pounds per lineal foot (plf) of length.2. The designer shall check the Factored Total Resistance, the Total Deflection Resistance and the appropriate Live Load Deflection Resistance columns.3. Where the Deflection Resistance is blank, the Factored Total Resistance governs the design.4. For 1-3/4" thick LVL, depths of 14" and greater shall be used with a minimum of two plies unless designed specifically as a single ply with proper lateral bracing,

such as a marriage beam for each half of a manufactured home before the units are joined.5. The tabulated resistances in the tables are for a single ply of 1-3/4" LVL. For a 3-1/2" wide member, divide the design loads by 2 to verify the resistance of each

ply. For a 5-1/4" wide member, divide the design loads by 3. For a 7" wide member, divide the design loads by 4.6. The member width shall be properly built up by connecting plies of the same grade of LVL. Refer to the multiple-ply connections on pages 34-35.7. Do not use a product where designated “-” without further analysis by a design professional. * Deflections rounded to the nearest 1/16."

ACTUAL DEFLECTION BASED ON SPAN AND LIMIT

Span (ft) L/480 L/360 L/24010' 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"

29

LVL 2900Fb-2.0E Uniform Floor Load (PLF) Tables

Span

1-3/4" x 20" 1-3/4" x 22" 1-3/4" x 24"


Total Resistance


Resistance


ResistanceLive Load Total Load Live Load Total Load Live Load Total Load

L/480 L/360 L/240 L/480 L/360 L/240 L/480 L/360 L/24010' 1732 1732 1732 10'11' 1440 1580 1580 1580 11'12' 1157 1452 1452 1452 12'13' 942 1256 1343 1203 1343 1343 13'14' 775 1034 1250 995 1250 1243 1250 14'15' 645 860 1168 831 1108 1168 1042 1168 15'16' 542 723 1075 1096 701 934 1096 882 1096 16'17' 459 613 909 1033 595 794 1033 751 1002 1033 17'18' 392 523 775 976 510 680 976 645 860 976 18'19' 338 450 666 925 440 586 869 925 558 744 925 19'20' 292 390 575 859 382 509 753 879 485 647 879 20'21' 255 340 500 778 333 444 656 838 424 566 837 838 21'22' 223 298 437 707 292 390 574 800 373 497 734 800 22'23' 197 262 384 646 258 344 505 765 329 439 647 765 23'24' 174 232 339 592 229 305 447 708 292 390 573 733 24'25' 155 207 300 545 203 271 396 652 261 348 510 704 25'26' 138 185 267 503 182 243 353 601 233 311 455 677 26'27' 124 165 238 465 163 218 316 557 209 279 407 652 27'28' 112 149 214 432 147 196 283 517 189 252 366 609 28'29' 101 134 192 402 133 177 255 481 171 228 330 566 29'30' 91 122 173 374 120 161 230 448 155 207 298 528 30'31' 83 111 156 350 109 146 208 419 141 188 270 494 31'32' 75 101 141 328 100 133 189 392 128 171 245 462 32'33' 69 92 128 307 91 122 172 368 118 157 223 434 33'34' 63 84 117 289 84 112 157 346 108 144 204 408 34'35' 58 77 106 272 77 102 143 326 99 132 186 384 35'36' 53 71 97 256 71 94 131 307 91 122 171 362 36'37' 49 66 89 242 65 87 120 290 84 112 157 342 37'38' 45 61 81 228 60 80 110 274 78 104 144 323 38'39' 42 56 75 216 56 75 101 259 72 96 133 306 39'40' 39 52 68 205 52 69 93 246 67 89 122 290 40'

LVL

TO USE:1. Select the span required.2. Divide the design loads by the number of plies to verify each ply of the member.

Divide the design loads by 2 to verify a 3-1/2" width,by 3 to verify a 5-1/4" width or by 4 to verify a 7" width.

3. Compare the factored design total load to the Factored Total Resistance column.4. Compare the unfactored design total load to the Total Load Deflection Resistance.5. Compare the unfactored design live load to the Live Load Deflection Resistance

for the appropriate deflection limit.6. Select a product that satisfies all three conditions.7. Check bearing requirements.

EXAMPLE:For a 26' beam span, select a 2- and 3-ply beam that satisfies an L/360 Live Load deflection limit for the following specified loads: Live Load = 480 plf; Dead Load = 180 plf.CALCULATE DESIGN LOADS:Factored Total Load = (1.5 x 480) + (1.25 x 180) = 945 plf Unfactored Total Load = 480 + 180 = 660 plfSOLUTION FOR A 2-PLY BEAM: SOLUTION FOR A 3-PLY BEAM:Factored Total Load per ply = 945/2 = 473 plf Factored Total Load per ply = 945/3 = 315 plfUnfactored Total Load per ply = 660/2 = 330 plf Unfactored Total Load per ply = 660/3 = 220 plfUnfactored Live Load per ply = 480/2 = 240 plf Unfactored Live Load per ply = 480/3 = 160 pl Use 2 plies 1-3/4" x 22" Use 3 plies 1-3/4" x 20"

DESIGN ASSUMPTIONS:1. Span is the center-to-center distance of the supports and is valid for simple or equal, continuous span applications.2. The values in the tables are for uniform loads only.3. Factored Total Resistance is for standard (100%) duration and is adjusted to account for the self-weight of the member. The specified dead load shall not exceed the specified live load.4. Live Load Deflection Resistance is limited to L/360 or L/480 as noted in the table. Vibration has not been considered.5. Total Deflection Resistance is limited to L/240. Long term deflection (creep) has not been considered.6. These tables assume full lateral support of the compression edge. In lieu of a lateral stability analysis: Members with a depth-to-width ratio not exceeding

6.5:1 shall be considered to have full lateral support by direct connection, to the compression edge of the member, of structural wood panel sheathing or by joists spaced not more than 24" oc. Members with a depth-to-width ratio not exceeding 7.5:1 shall also have adequate bridging or blocking installed at an interval not to exceed 8 times the depth of the member. Members with a depth-to-width ratio not exceeding 9:1 shall have both edges supported. Other conditions require further analysis by a design professional.

7. Proper bearing must be provided at each support. The required bearing can be determined from the Factored Reaction Resistance table on page 27.8. Factored Total Resistance values shown in bold italic are limited by compression perpendicular-to-grain of the LVL for the maximum intermediate bearing

length of 12."

ADDITIONAL NOTES:1. The tabulated resistances represent the capacity of the member in pounds per lineal foot (plf) of length.2. The designer shall check the Factored Total Resistance, the Total Deflection Resistance and the appropriate Live Load Deflection Resistance columns.3. Where the Deflection Resistance is blank, the Factored Total Resistance governs the design.4. For 1-3/4" thick LVL, depths of 14" and greater shall be used with a minimum of two plies unless designed specifically as a single ply with proper lateral

bracing, such as a marriage beam for each half of a manufactured home before the units are joined.5. The tabulated resistances in the tables are for a single ply of 1-3/4" LVL. For a 3-1/2" wide member, divide the design loads by 2 to verify the resistance of

each ply. For a 5-1/4" wide member, divide the design loads by 3. For a 7" wide member, divide the design loads by 4.6. The member width shall be properly built up by connecting plies of the same grade of LVL. Refer to the multiple-ply connections on pages 34-35.7. Do not use a product where designated “-” without further analysis by a design professional. * Deflections rounded to the nearest 1/16."

ACTUAL DEFLECTION BASED ON SPAN AND LIMIT

Span (ft) L/480 L/360 L/24010' 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"

30

DESIGN ASSUMPTIONS:1. Span is the center-to-center distance of the supports, along the sloped length of the member and is valid for simple or equal, continuous span applications.2. The values in the tables are for uniform loads only.3. Factored Total Resistance is for standard (100%) duration and is adjusted to account for the self-weight of the member. The specified dead load shall not exceed the specified live load.4. Live Load Deflection Resistance is limited to L/360 or L/240 as noted in the table.5. Total Deflection Resistance is limited to L/180. Long term deflection (creep) has not been considered.6. These tables assume full lateral support of the compression edge. In lieu of a lateral stability analysis: Members with a depth-to-width ratio not exceeding 6.5:1 shall be considered to

have full lateral support by direct connection, to the compression edge of the member, of structural wood panel sheathing or by joists spaced not more than 24" oc. Members with a depth-to-width ratio not exceeding 7.5:1 shall also have adequate bridging or blocking installed at an interval not to exceed 8 times the depth of the member. Members with a depth-to-width ratio not exceeding 9:1 shall have both edges supported. Other conditions require further analysis by a design professional.

7. Proper bearing must be provided. Bearing length must be checked for support reactions with the table on page 27.8. Factored Total Resistance values shown in bold italic are limited by compression perpendicular-to-grain of the LVL for the maximum intermediate bearing length of 12".

ADDITIONAL NOTES:1. The tabulated resistances represent the capacity of the member in pounds per lineal foot (plf) of length.2. The designer shall check the Factored Total Resistance, the Total Deflection Resistance and the appropriate Live Load Deflection Resistance columns.3. For beams with a pitch of 2:12 or greater, the horizontal span shall be multiplied by the appropriate pitch adjustment factor from the table below.4. Where the Deflection Resistance is blank, the Factored Total Resistance governs the design.5. For 1-3/4" thick LVL, depths of 14" and greater shall be used with a minimum of two plies unless designed specifically as a single ply with proper lateral bracing, such as a marriage

beam for each half of a manufactured home before the units are joined.6. The tabulated resistances in the tables are for a single ply of 1-3/4" LVL. For a 3-1/2" wide member, divide the design loads by 2 to verify the resistance of each ply. For a 5-1/4" wide

member, divide the design loads by 3. For a 7" wide member, divide the design loads by 4.7. The member width shall be properly built up by connecting plies of the same grade of LVL. Refer to the multiple-ply connections on pages 34-35.8. Do not use a product where designated “-” without further analysis by a design professional.

LVL 2900Fb-2.0E Uniform Snow Load (PLF) Tables

Span

1-3/4" x 7-1/4" 1-3/4" x 9-1/4" 1-3/4" x 9-1/2" 1-3/4" x 11-1/4"


Total Resistance


Resistance


Resistance


ResistanceSnow Load Total Load Snow Load Total Load Snow Load Total Load Snow Load Total Load

L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/1806' 659 989 1071 1263 1366 1353 1403 1662 6'7' 430 646 857 917 840 1170 902 1202 1406 1423 7'8' 295 443 587 802 584 876 1023 628 943 1051 992 1245 8'9' 211 316 418 639 421 632 838 909 454 681 903 933 723 1085 1105 9'

10' 155 233 308 516 313 470 622 817 337 506 671 839 542 813 994 10'11' 118 177 232 426 238 358 473 676 257 386 510 711 415 623 826 903 11'12' 91 137 179 357 186 279 367 567 200 301 397 597 325 488 645 823 12'13' 72 108 141 303 147 221 290 482 159 239 314 508 259 388 513 700 13'14' 58 87 113 261 119 178 233 415 128 193 252 437 209 314 413 602 14'15' 47 71 91 227 97 146 190 361 105 157 205 380 171 257 338 524 15'16' 39 59 75 199 80 120 156 316 87 130 169 333 142 214 279 459 16'17' 32 49 62 175 67 101 130 280 72 109 141 294 119 179 233 406 17'18' - - - - 57 85 109 249 61 92 118 262 101 151 196 361 18'19' - - - - 48 72 92 223 52 78 100 234 86 129 167 324 19'20' - - - - 41 62 78 200 45 67 85 211 74 111 143 291 20'21' - - - - 36 54 67 181 39 58 73 191 64 96 123 264 21'22' - - - - 31 47 58 164 34 51 63 173 56 84 106 239 22'

Span

1-3/4" x 11-7/8" 1-3/4" x 14" 1-3/4" x 16" 1-3/4" x 18"


Total Resistance


Resistance


Resistance


ResistanceSnow Load Total Load Snow Load Total Load Snow Load Total Load Snow Load Total Load

L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/18010' 628 943 1049 980 1237 1390 1414 1591 10'11' 483 725 953 759 1124 1084 1285 1445 11'12' 379 568 752 873 599 898 1030 860 1177 1176 1324 12'13' 302 453 598 776 480 720 950 693 1040 1085 952 1221 13'14' 244 367 483 668 390 585 773 881 566 849 1007 780 1133 14'15' 200 301 395 581 321 482 635 790 467 701 927 939 647 970 1057 15'16' 166 250 327 509 267 401 528 693 390 585 772 880 542 813 990 16'17' 139 209 274 450 225 337 443 613 329 493 650 787 458 687 907 931 17'18' 118 177 231 401 190 286 374 546 279 419 551 701 390 585 771 873 18'19' 101 151 196 359 163 245 319 489 239 359 471 628 335 502 661 783 19'20' 87 130 168 323 140 211 274 440 207 310 406 566 289 434 570 705 20'21' 75 113 145 292 122 183 237 398 179 269 351 512 252 378 495 638 21'22' 65 98 125 266 106 160 206 362 157 236 306 466 220 331 432 581 22'23' 57 86 109 242 93 140 180 331 138 207 268 425 194 291 379 530 23'24' 51 76 96 222 82 124 158 303 122 183 236 390 171 257 334 486 24'25' 45 67 84 204 73 110 139 278 108 162 209 358 152 229 296 447 25'26' 40 60 74 188 65 98 123 257 96 145 185 330 136 204 263 412 26'27' 36 54 66 174 58 87 110 237 86 130 165 306 122 183 235 382 27'28' 32 48 58 161 52 78 98 220 77 116 147 283 109 164 210 354 28'29' - - - - 47 71 87 205 70 105 132 263 99 148 189 329 29'30' - - - - 42 64 78 191 63 95 119 246 89 134 170 307 30'

TO USE:1. Select the span required. For beams with a pitch of 2:12 or greater, the horizontal span shall be

multiplied by the appropriate roof pitch adjustment factor from the table at the bottom of this page.2. Divide the design loads by the number of plies to verify each ply of the member.Divide the

design loads by 2 to verify a 3-1/2" width or by 3 to verify a 5-1/4" width or by 4 to verify a 7" width.

3. Compare the factored design total load to the Factored Total Resistance column.4. Compare the unfactored design total load to the Total Load Deflection Resistance.5. Compare the unfactored design live load to the Live Load Deflection Resistance for the

appropriate deflection limit. For a live load deflection limit of L/480, compare the unfactored design live load to the L/480 Live Load Deflection Resistance from the Uniform Floor Load Resistance Tables.

6. Select a product that satisfies all three conditions.NOTE: The serviceability limit states Importance Factor for Snow Load, IS, of 0.9 can be applied to the specified snow loads for evaluation of the deflection resistance. See the example to the right.

EXAMPLE:For an 10' horizontal beam span with a pitch of 4:12, select a 2- and 3-ply beam that satisfies an L/240 Snow Load deflection limit for the following specified loads: Snow Load = 720 plf; Dead Load = 400 plf

CALCULATE BEAM SPAN: 10' x 1.054 = 10.54' ∞ Use 11'CALCULATE DESIGN LOADS:Factored Total Load = (1.5 x 720) + (1.25 x 400) = 1580 plf Unfactored Total Load = 0.9 x 720 + 400 = 1048 plf Unfactored Snow Load = 0.9 x 720 = 648 plf

SOLUTION FOR A 2-PLY BEAM: SOLUTION FOR A 3-PLY BEAM:Factored Total Load per ply = 1580/2 = 790 plf Factored Total Load per ply = 1580/3 = 527 plf Unfactored Total Load per ply = 1048/2 = 524 plf Unfactored Total Load per ply = 1048/3 = 350 plf Unfactored Snow Load per ply = 648/2 = 324 plf Unfactored Snow Load per ply = 648/3 = 216 plf Use 2 plies 1-3/4" x 11-1/4" Use 3 plies 1-3/4" x 9-1/4"

ROOF PITCH ADJUSTMENT FACTORS

Roof Pitch Factor2:12 1.0143:12 1.0314:12 1.0545:12 1.0836:12 1.1187:12 1.1588:12 1.2029:12 1.25010:12 1.30211:12 1.35712:12 1.414

31

DESIGN ASSUMPTIONS:1. Span is the center-to-center distance of the supports, along the sloped length of the member and is valid for simple or equal, continuous span applications.2. The values in the tables are for uniform loads only.3. Factored Total Resistance is for standard (100%) duration and is adjusted to account for the self-weight of the member. The specified dead load shall not exceed the specified live load.4. Live Load Deflection Resistance is limited to L/360 or L/240 as noted in the table.5. Total Deflection Resistance is limited to L/180. Long term deflection (creep) has not been considered.6. These tables assume full lateral support of the compression edge. In lieu of a lateral stability analysis: Members with a depth-to-width ratio not exceeding 6.5:1 shall be considered to

have full lateral support by direct connection, to the compression edge of the member, of structural wood panel sheathing or by joists spaced not more than 24" oc. Members with a depth-to-width ratio not exceeding 7.5:1 shall also have adequate bridging or blocking installed at an interval not to exceed 8 times the depth of the member. Members with a depth-to-width ratio not exceeding 9:1 shall have both edges supported. Other conditions require further analysis by a design professional.

7. Proper bearing must be provided. Bearing length must be checked for support reactions with the table on page 27.8. Factored Total Resistance values shown in bold italic are limited by compression perpendicular-to-grain of the LVL for the maximum intermediate bearing length of 12".

ADDITIONAL NOTES:1. The tabulated resistances represent the capacity of the member in pounds per lineal foot (plf) of length.2. The designer shall check the Factored Total Resistance, the Total Deflection Resistance and the appropriate Live Load Deflection Resistance columns.3. For beams with a pitch of 2:12 or greater, the horizontal span shall be multiplied by the appropriate pitch adjustment factor from the table below.4. Where the Deflection Resistance is blank, the Factored Total Resistance governs the design.5. For 1-3/4" thick LVL, depths of 14" and greater shall be used with a minimum of two plies unless designed specifically as a single ply with proper lateral bracing, such as a marriage

beam for each half of a manufactured home before the units are joined.6. The tabulated resistances in the tables are for a single ply of 1-3/4" LVL. For a 3-1/2" wide member, divide the design loads by 2 to verify the resistance of each ply. For a 5-1/4" wide

member, divide the design loads by 3. For a 7" wide member, divide the design loads by 4.7. The member width shall be properly built up by connecting plies of the same grade of LVL. Refer to the multiple-ply connections on pages 34-35.8. Do not use a product where designated “-” without further analysis by a design professional.

LVL 2900Fb-2.0E Uniform Roof Snow Load (PLF) Tables

Span

1-3/4" x 20" 1-3/4" x 22" 1-3/4" x 24"


Total Resistance


Resistance


ResistanceSnow Load Total Load Snow Load Total Load Snow Load Total Load

L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/18010' 1732 1732 1732 10'11' 1580 1580 1580 11'12' 1452 1452 1452 12'13' 1256 1343 1343 1343 13'14' 1034 1250 1250 1250 14'15' 860 1168 1108 1168 1168 15'16' 723 1085 1096 934 1096 1096 16'17' 613 919 1033 794 1033 1002 1033 17'18' 523 785 976 680 976 860 976 18'19' 450 676 891 925 586 880 925 744 925 19'20' 390 585 770 859 509 764 879 647 879 20'21' 340 510 670 778 444 667 838 566 838 21'22' 298 447 586 707 390 585 769 800 497 746 800 22'23' 262 394 515 646 344 516 678 765 439 659 765 23'24' 232 349 455 592 305 458 599 708 390 585 733 24'25' 207 310 404 545 271 407 532 652 348 522 684 704 25'26' 185 277 359 503 243 364 475 601 311 467 611 677 26'27' 165 248 321 465 218 327 425 557 279 419 547 652 27'28' 149 224 288 432 196 294 382 517 252 378 492 609 28'29' 134 202 259 402 177 266 344 481 228 342 444 566 29'30' 122 183 234 374 161 241 311 448 207 310 402 528 30'31' 111 166 212 350 146 219 282 419 188 282 364 494 31'32' 101 151 192 328 133 200 256 392 171 257 331 462 32'33' 92 138 175 307 122 183 233 368 157 236 302 434 33'34' 84 127 159 289 112 168 213 346 144 216 276 408 34'35' 77 116 145 272 102 154 194 326 132 198 253 384 35'36' 71 107 133 256 94 142 178 307 122 183 232 362 36'37' 66 99 122 242 87 131 164 290 112 169 213 342 37'38' 61 91 112 228 80 121 150 274 104 156 196 323 38'39' 56 85 103 216 75 112 139 259 96 145 181 306 39'40' 52 78 95 205 69 104 128 246 89 134 167 290 40'

LVL

ROOF PITCH ADJUSTMENT FACTORS

Roof Pitch Factor2:12 1.0143:12 1.0314:12 1.0545:12 1.0836:12 1.1187:12 1.1588:12 1.2029:12 1.25010:12 1.30211:12 1.35712:12 1.414

TO USE:1. Select the span required. For beams with a pitch of 2:12 or greater, the horizontal span shall be

multiplied by the appropriate roof pitch adjustment factor from the table at the bottom of this page.2. Divide the design loads by the number of plies to verify each ply of the member.Divide the

design loads by 2 to verify a 3-1/2" width or by 3 to verify a 5-1/4" width or by 4 to verify a 7" width.

3. Compare the factored design total load to the Factored Total Resistance column.4. Compare the unfactored design total load to the Total Load Deflection Resistance.5. Compare the unfactored design live load to the Live Load Deflection Resistance for the

appropriate deflection limit. For a live load deflection limit of L/480, compare the unfactored design live load to the L/480 Live Load Deflection Resistance from the Uniform Floor Load Resistance Tables.

6. Select a product that satisfies all three conditions.NOTE: The serviceability limit states Importance Factor for Snow Load, IS, of 0.9 can be applied to the specified snow loads for evaluation of the deflection resistance. See the example to the right.

EXAMPLE:For an 10' horizontal beam span with a pitch of 4:12, select a 2- and 3-ply beam that satisfies an L/240 Snow Load deflection limit for the following specified loads: Snow Load = 720 plf; Dead Load = 400 plf

CALCULATE BEAM SPAN: 10' x 1.054 = 10.54' ∞ Use 11'CALCULATE DESIGN LOADS:Factored Total Load = (1.5 x 720) + (1.25 x 400) = 1580 plf Unfactored Total Load = 0.9 x 720 + 400 = 1048 plf Unfactored Snow Load = 0.9 x 720 = 648 plf

SOLUTION FOR A 2-PLY BEAM: SOLUTION FOR A 3-PLY BEAM:Factored Total Load per ply = 1580/2 = 790 plf Factored Total Load per ply = 1580/3 = 527 plf Unfactored Total Load per ply = 1048/2 = 524 plf Unfactored Total Load per ply = 1048/3 = 350 plf Unfactored Snow Load per ply = 648/2 = 324 plf Unfactored Snow Load per ply = 648/3 = 216 plf Use 2 plies 1-3/4" x 11-1/4" Use 3 plies 1-3/4" x 9-1/4"

32

Temporary Bracing

Side Loaded

Top Loaded

Roof HeaderWood Column

Floor Beam

Beam

Connection

Floor Header

NOTE:Some details have been left out for clarity.

WARNING:Temporary construction bracing required for lateral support before decking is completed. Failure to use bracing could result in serious injury or death. See Installation Guide for specifics.

Wood Column

Side Loaded

Floor Beam

33

Installation Details

BEAM HOLE DETAILS

1/3 beam depth

1 foot Minimum 2 x diameter of larger hole 1 foot

1/3 span length

Clear span

Area AArea B Area B

MASONRY HANGER

Simpson WM, USP MPH, or equal hanger

NOTE: Protect wood from contact with concrete as required by code

Q4

Continuous plate

Provide specified or prescriptive bearing length

WINDOW/DOOR HEADERQ2

STEEL COLUMN & WOOD COLUMN

Simpson CCO, USP CCS or equal column cap

Simpson® PC or CC, USP® PCM or CC

or equal post or column cap

Provide specified bearing length

Framing details such as joists and sheathing shall be provided to prevent beam from

twisting or rotating at support

L

L Provide specified bearing length

P4 P5BEAM CONNECTION

Structurally adequate hanger

Hanger shall apply load equally to each ply or special design required

P3

CONCRETE WALL

Simpson GLB, USP LBS or equal seat

NOTE: Protect wood from contact with concrete as

required by code

P7FLOOR BEAM (Flush ceiling)

Top mount hangers

recommended

Check stiffener/ filler requirements depending on load and hanger type

Prevent the beam from rotating by using rim or blocking

P6 WINDOW/DOOR HEADERQ1

NOTES:1. These guidelines apply to uniformly loaded beams selected from the Quick Reference Tables or the

Uniform Load Tables or designed with LP’s design/specification software only. For all other appli-cations, such as beams with concentrated loads, please contact your LP® SolidStart® Engineered Wood Products distributor for assistance.

2. Round holes can be drilled anywhere in “Area A” provided that: no more than four holes are cut, with the minimum spacing described in the diagram. The maximum hole size is 1-1/2" for depths up to 9-1/4," and 2" for depths greater than 9-1/4."

3. Rectangular holes are NOT allowed.4. DO NOT drill holes in cantilevers without prior approval from the project engineer/architect.5. Other hole sizes and configurations MAY be possible with further engineering analysis.

For more information, contact your LP SolidStart Engineered Wood Products distributor.6. Up to three 3/4" holes may be drilled in “Area B” to accommodate wiring and/or water lines.

These holes shall be at least 12" apart. The holes shall be located in the middle third of the depth, or a minimum of 3" from the bottom and top of the beam. For beams shallower than 9-1/4," locate holes at mid-depth.

7. Protect plumbing holes from moisture.

P5

Provide specified or prescriptive bearing length

Rim Board

LVL

34

Connection of Multiple Ply Beams

FACTORED UNIFORM SIDE-LOAD RESISTANCE (PLF)Connection

Detail2 Rows of Nails

at 12" oc3 Rows of Nails

at 12" oc2 Rows of 1/2" Bolts at 24" oc

2 Rows of 1/2" Bolts at 12" oc

A 788 1182 791 1583B 591 887 593 1187C 591 887 880 1760D 525 788 782 1565E 525 788 872 1745F na na 528 1055G na na 1560 3120

H Refer to Simpson Strong-Tie® catalog for SDS & SDW installation requirements & capacities

NAIL SCHEDULENail

Length (in)

Nail Diameter(in)

Factored Lateral Resistance

(lbs)

Nail Size

FactorShank Type

3-1/2" 0.160 216 1.10 common wire0.152 197 1.00 spiral

3-1/4"0.144 178 0.90 common wire0.122 131 0.66 spiral0.120 127 0.64 power-driven13

3"0.144 178 0.90 common wire0.122 131 0.66 spiral0.120 127 0.64 power-driven13

TOP-LOADED BEAM – BOLTED CONNECTION

(See Connection Assemblies for more details)

Framing is applied to top of the beam so that each ply carries an equal load3"

Nails are permissible but NOT required. See

notes for Connection Assemblies.

3"

2'-0"1/2"- diameter ASTM grade A-307 (or better) bolts. Use washers on both faces.

SIDE-LOADED BEAM(See Connection Assemblies for more details)

SIDE LOADS ARE NOT RECOMMENDED FOR BEAMS OVER 5-1/2" WIDE UNLESS EQUALLY APPLIED TO BOTH FACES

See Connection Assemblies for more information

Framing is applied to sides of the beam

TOP-LOADED BEAM – NAILED CONNECTION

(See Connection Assemblies for more details)

P1 P2 Q3

12" oc

Two rows for depths up to 12" Three rows for depths up to 18"

Minimum nail sizes:1-3/4" & 2" plies – 16d box (3.5" x 0.135"Ø)1-1/2" plies – 10d box (3" x 0.128"Ø)

Framing is applied to top of the beam so that each ply carries an equal load

NOTES:1. The Factored Uniform Side-Load Resistance values are the maximum factored load that can be applied to either side of the beam, based on the selected connection detail, and

represent loads applied uniformly such as joists supported by hangers spaced 24" oc or less. Connections for discrete point loads may be determined with this table by calculating the equivalent fastener schedule within a 2' length centered about the point load. Details B and D shall have the back ply connected with a number of nails equal to half that used to connect the front ply – see the Side-Load Connection Example and detail on page 41. All nail and bolt spacing requirements shall be verified. The full length of the beam shall be connected with the standard connection or with the appropriate side-load connection from this table. The beam shall be designed to support all applied loads.

2. Factored resistances are for standard load duration and shall be adjusted according to code. If the dead load exceeds the live load, the appropriate load duration factor (<1) shall be applied.

3. The Factored Uniform Side-Load Resistance for nails is based on 3-1/2" spiral nails for 1-3/4" LVL. For other nail sizes, multiply the Factored Uniform Side-Load Resistance by the Nail Size Factor from the Nail Schedule.

4. The Factored Uniform Side-Load Resistance for bolts is based on ASTM grade A-307, 1/2"Ø bolts, for loads applied perpendicular-to-grain (see Fastener Design on page 41).5. For nails at 8" oc, multiply resistance by 1.5. For nails at 6" oc, multiply resistance by 2. For four rows of nails, double the two-row resistance.6. Use 2 rows of nails for depths to 12." Use 3 rows of nails for depths greater than 12," up to 18." Use 4 rows of nails for depths greater than 18," up to 24."7. Unless specifically designed, use 3-1/2" nails for 1-3/4" thick plies. If the nails do not fully penetrate the second ply (main member), then the nails shall be driven from both faces.8. For detail A, or when attaching the first two plies for detail B (and optionally for details F and H – see note 11), the nails may be driven all from one face or alternating from both faces.

If the nails do not fully penetrate the second ply, then the nails shall be driven from both faces.9. When driving nails from each face, alternate every other nail in each row.10. For details C and E, when side-loaded, the larger side-load shall be applied to the thicker ply (main member).11. For details F and H, it is permissible to nail the plies together before bolting or driving Simpson SDS or SDW (or equal) screws. Nail two plies together (see note 8) then nail one

additional ply to each side.12. Beams wider than 5-1/2" shall be top-loaded or side-loaded from both sides to prevent rotation. For side loads applied to one side of a beam only, the project designer shall verify

torsional capacity or detail the beam to prevent rotation due to any side loads. Consult a design professional for other options.13. Power-driven nails shall have a yield strength equivalent to common wire nails of the same shank diameter.14. Other nail, screw or bolt configurations are possible. Refer to the Fastener Design table on page 41 or contact your LP® SolidStart® Engineered Wood Products distributor.

DETAIL A DETAIL B DETAIL C/E DETAIL D DETAIL F DETAIL G DETAIL H

CONNECTION ASSEMBLIES

MAXIMUM 9-1/4" WIDE 3-PLY BEAMS

2"

2"

2"

MAXIMUM 6" WIDE 3-PLY BEAMS

2"

2"


2" max. ply thickness

2"

2"

2" max. ply thickness

MAXIMUM 7-1/4" WIDE 2-PLY BEAMS

2"

3"

3"

3"

3" 2"

2"

Simpson SDS 1/4" x 6" Simpson SDW 6-3/4"

or equalSimpson SDW may be driven from one side.

MAXIMUM 7" WIDE 3- OR 4-PLY BEAMS


MAXIMUM 7" WIDE 2-, 3- OR 4-PLY BEAMS

2" maximum side members

5-1/4" maximum main member

2" maximum side member3-1/2" main member for C5-1/4" main member for E

35

NOTES:1. Connection design using the equivalent relative density for each connection type listed

above is for standard load duration and shall be adjusted according to code.2. Fastener spacing, end and edge distance shall be as specified by code except for nail

spacing as specified below.3. See details at right for fastener and applied load orientation.

NOTES:1. Nails are common wire or spiral nails in accordance with CSA O86. 2. Edge distance shall be such that does not cause splitting.3. Multiple rows of nails shall be offset at least 1/2" and staggered.4. Edge orientation refers to nails driven into the narrow edge of the LVL, parallel to the face of the

veneers. Face orientation refers to nails driven into the wide face of the LVL, perpendicular to the face of the veneers. (See Fastener & Load Orientation details above.)

5. Minimum End Distance and Minimum Nail Spacing are tabulated based on common wire nails. For nails with smaller diameters, the spacing and end distance of the common wire nail with the next larger diameter may be used.

6. Minimum nail spacing is tabulated for LVL stamped with plant number 1089. The minimum spacing may be reduced 1" for LVL stamped with plant numbers 1066 and 1071.

7. Minimum nail spacing may be reduced 1" for LVL stamped with plant number 1089, for thickness of 1-3/4" or greater.

Connection Details

FASTENER & LOAD ORIENTATION

Nail into edge

Nail into face

Load applied parallel to grain

Load applied perpendicular to grain

SIDE-LOAD CONNECTION EXAMPLE

EXAMPLE: Assuming a properly designed 3-ply 14" beam, determine the equivalent connection to support a 6970 lb point load applied to the side of the beam.

SOLUTION: 1. Determine the equivalent PLF load over the 2' length by dividing the applied load by 2: 6970 lb / 2' = 3485 plf2. Divide the equivalent PLF load by the capacity for the appropriate detail. For a 14" depth, 3 rows of nails are required.

For Detail B with 3 rows of nails at 12" oc: 3485 plf / 887 = 3.93. The required total number of nails is: 3.9 * 3 rows of nails @ 12" oc = 11.7 nails per foot4. Connect the front (loaded) ply with the nailing determined in step 3: drive 12 3-1/2" nails within 12" to each side of the point load (a total of 24 nails). Verify nail spacing.5. Connect the back ply with half the number of nails determined in step 4: drive 6 3-1/2" nails, from the back, within 12" to each side of the point load (a total of 12 nails).

Verify nail spacing.6. Connect full length of member with the standard nailing or as required for side loads.7. Project designer shall detail to prevent rotation of the beam due to the applied side load.

12" 12"

Location for Equivalent Fastener Schedule

Standard nailing or required nailing for side loads

Discrete side load

LVL

NAIL SPACING REQUIREMENTSLVL Ply

ThicknessFastener

Orientation4Nail Size1

(common wire or spiral)Minimum

End Distance5

Minimum Nail Spacing5 per RowSingle Row Multiple Rows3

≥1-1/2"

Edge2-1/2" 2-1/2" 3" 4"6

3" & 3-1/4" 2-1/2" 4" 5"6

3-1/2" 3-1/2" 5" 6"6,7

Face2-1/2" 1-1/2" 3" 3"

3" & 3-1/4" 1-1/2" 3" 3"3-1/2" 1-1/2" 5" 5"

FASTENER DESIGNEquivalent Relative Density

Nails Only Nails and Wood Screws Bolts and Lag Screws

Withdrawal Dowel Bearing Dowel Bearing (into the face only)

Edge Face Edge Face Load Applied Parallel to Grain

Load Applied Perpendicular to Grain

0.46 0.50 0.50 0.50 0.46 0.50

36

LVL 2900Fb-2.0E Column Design Tables

NAILED COLUMNSMaximum Factored Axial Load Resistance (lbs)

Column Length

Column DimensionsDouble

1-3/4" x 3-1/2"Double

1-3/4" x 5-1/4"Double

1-3/4" x 7"Double

1-3/4" x 9-1/2"Triple

1-3/4" x 5-1/4"Triple

1-3/4" x 7"Triple

1-3/4" x 9-1/2"6' 11105 16658 22209 30143 31979 42639 578677' 9240 13857 18485 25071 31376 41833 567768' 7661 11492 15323 20795 28102 37469 508279' 6354 9531 12703 17253 24982 33321 45209

10' 5278 7918 10560 14328 22117 29492 4001212' 3671 5506 7341 9964 17243 22983 3119214' 2585 3877 5170 7016 13434 17914 2430716' 10513 14009 1902518' 8259 11014 1494620' 6527 8701 11805

TO USE:1. Select the applicable column table.2. Determine the height of the column. If not listed, use the next tallest height in the table.3. Select a column size with an axial load resistance greater than the factored design load.

NOTES:1. Values have been calculated in accordance with CSA O86 and the NBCC (Limit States Design).2. Values are for standard term loads and dry service conditions.3. The values are based on 60% of the factored resistance of a solid column. The solid column resistance is based on the following assumptions: a) The column is braced at the ends only, therefore the column length = the effective length. b) The column is subjected to a simple axial load. The calculated values allow for an eccentricity of 1/6 of the column width or depth, whichever controls. The eccentricity is measured from centerline of column to centerline of axial load. c) The column is not exposed to any lateral loads. For other conditions refer to CSA O86.4. No splicing is permitted. All plies must extend the full length of the column.5. Beams shall be supported on top and across the full width and depth of the column. Face loading is not permitted.

SOLID COLUMNSMaximum Factored Axial Load Resistance (lbs)

Column Length

Column Dimensions

3-1/2" x 3-1/2" 3-1/2" x 5-1/4" 3-1/2" x 7" 3-1/2" x 9-1/2" 5-1/4" x 5-1/4" 5-1/4" x 7" 5-1/4" x 9-1/2" 7" x 7" 7" x 9-1/2"

6' 14213 21320 28426 38578 31979 42639 57867 56852 771577' 14213 21320 28426 38578 31979 42639 57867 56852 771578' 12763 19158 25537 34657 31979 42639 57867 56852 771579' 10593 15885 21179 28747 31979 42639 57867 56852 77157

10' 8798 13196 17595 23877 31979 42639 57867 56852 7715712' 6116 9177 12236 16608 28733 38308 51990 56852 7715714' 4308 6459 8615 11694 22389 29867 40517 56852 7715716' 17525 23355 31697 51076 6934318' 13764 18363 24904 42341 5748420' 10878 14499 19685 35191 4776022' 29312 3975724' 24469 33213

SCREWED COLUMNSMaximum Factored Axial Load Resistance (lbs)

Column Length

Column DimensionsDouble

1-3/4" x 3-1/2"Double

1-3/4" x 5-1/4"Double

1-3/4" x 7"Double

1-3/4" x 9-1/2"Triple

1-3/4" x 5-1/4"Triple

1-3/4" x 7"Triple

1-3/4" x 9-1/2"6' 13880 20821 27762 37678 31979 42639 578677' 11550 17327 23098 31357 31979 42639 578678' 9577 14365 19158 25993 31979 42639 578679' 7942 11908 15885 21554 31235 41641 56518

10' 6599 9898 13196 17910 27647 36866 5002712' 4588 6883 9177 12455 21544 28733 3899114' 3231 4846 6459 8769 16799 22389 3039016' 13137 17525 2377118' 10325 13764 1868820' 8158 10878 14756

This table applies to built-up columns that have been fastened together with nails as shown in Fastening Details on page 37.

This table applies to solid one-piece columns that have been manufactured by LP by glue-laminating.

This table applies to built-up columns that have been fastened together with Simpson SDS Screws shown in Fastening Details on page 37.

37

NAILED COLUMN DETAILS

SCREWED COLUMN DETAILS

10"

10"

1-1/

2"

A

1-1/2" 1-1/2"

2-1/4"

2"

3"

10"

10"

2"

2-3/4"

10"

10"

2-1/4"

2-1/2"

2-1/4"

2-1/2"

1-1/2"

2-1/4"2"

10"

10"

5"

1-1/2"

5"

1-1/

2"

NOTE: A = 2.5" for 2-ply column; 3" for 3-ply column

3-1/2"

3-1/2" spiral nails

5" spiral nails in 1/8" pre-drilled holes

Fastening Details for 1-3/4" LP LVL Built-Up Columns

10"

10"

1-1/

2"

A

1-1/2" 1-1/2"

2-1/4"

2"

3"

10"

10"

2"

2-3/4"

10"

10"

2-1/4"

2-1/2"

2-1/4"

2-1/2"

1-1/2"

2-1/4"2"

10"

10"

5"

1-1/2"

5"

1-1/

2"

5-1/4" 7" 9-1/2" 2-PLY 3-PLY

3-1/2" 5-1/4" 7" 9-1/2" 2-PLY 3-PLY

3-1/2" Simpson sds screws (0.25" dia.) in 5/32" pre-drilled holes

4-1/2" Simpson sds screws (0.25" dia.) in 5/32" pre-drilled holes

LVL

38

LP® SolidStart® Rim Board

NOTES:1. The Factored Vertical Load Resistance shall not be increased for short-term load duration. 2. The Factored Vertical Load Resistance is based on the capacity of the rim board and may need to be reduced based on the bearing resistance of the sup-

porting wall plate or the attached floor sheathing. Example: The specified bearing strength for commodity OSB floor sheathing is 609 psi (4.2 MPa) so the uniform vertical load resistance of a 1-1/4" x 16" deep rim board would be limited to 8678 plf (= 0.95 * 609 psi x 1-1/4" x 12").

3. The Factored Concentrated Vertical Load Resistance is assumed to be applied through a minimum 4-1/2" bearing length (3-stud post).4. The Factored Lateral Load Resistance is based on a short-term load duration and shall not be increased.5. The Factored Lateral Load Resistance is based on the connections specified in the Installation details below. 6. Additional framing connectors fastened to the face of the rim board may be used to increase lateral resistance for wind and seismic design.

NOTES:1. This table is for preliminary design for uniform gravity loads only. Final design should include a complete analysis of all loads and connections.2. The factored load resistances are for a maximum 4' clear span with minimum bearings for each end (listed in parentheses) based on the bearing resistance of the rim board. For

headers bearing on wood plates, the bearing length may need to be increased based on the ratio of the bearing resistance of the rim board divided by the bearing resistance of the plate species.

3. Standard load duration is assumed and shall be adjusted according to code.4. Depths greater than 11-7/8" shall be used with a minimum of two plies, as shown. Depths of 11-7/8" and less may be used as a two-ply header by multiplying the resistance by two.5. Multiple-ply headers shall be toe-nailed to the plate from both faces. Fasten the floor sheathing to the top of each ply to provide proper lateral support for each ply.6. For multiple-ply headers supporting top-loads only, fasten plies together with minimum 2-1/2" nails (common wire or spiral) at a maximum spacing of 12" oc. Use 2 rows of nails for

9-1/2" and 11-7/8". Use 3 rows for depths 14" and greater. Clinch the nails where possible. For side-loaded multiple-ply headers, refer to the Connection Resistance For Side-Loaded 2-Ply Rim Board Headers table below for the required nailing and the maximum side load that can be applied.

7. The designer shall verify proper bearing for the header.8. Joints in the rim are not allowed over openings and must be located at least 12" from any opening.9. Refer to the "APA Performance Rated Rim Boards - Limit States Design" (Form No. D340 CA) for additional information including uniform load resistance for smaller openings.10. Use LP SolidStart LSL or LVL for headers with clear spans longer than 4' or for loads greater than tabulated above. Refer to the appropriate technical guide for LP LSL and LVL

design values.

FACTORED CONNECTION RESISTANCE FOR SIDE-LOADED 2-PLY RIM BOARD HEADERS (PLF)

Material Thickness Minimum Nail Size

3 Rows of Nails at 6" oc




LP OSB 1" & 1-1/8" 2-1/2" x 0.113" 1368 1824 2280 2736LP LSL and

LP LVL (cross-ply)1-1/4" 2-1/2" x 0.113" 1368 1824 2280 2736

1-1/2" & 1-3/4" 3" x 0.120" 1524 2032 2540 3048

NOTES:1. This table represents the factored uniform side-load resistance of the connection for a 2-ply header. The total factored uniform load, including top-load and side-

load, shall not exceed the factored uniform load resistance of the header as tabulated above.2. The tabulated side-load resistance is for standard load duration and shall be adjusted according to code.3. Use 3 rows of nails for 9-1/2" and 11-7/8"; 4 rows for 14" and 16"; 5 rows for 18" and 20"; 6 rows for 22" and 24" deep rim board. Clinch the nails where possible.4. The factored resistance is calculated in accordance with CSA O86 for the nail sizes listed.5. Headers consisting of more than 2 plies, alternate fastening or higher side loads are possible but require proper design of the connection.

INSTALLATION

Nail rim to I-joist with one 8d (box or common) or 10d box nail into each flange.

See T&G Trim Requirements detail and table.

• Nail floor sheathing to rim board with 8d nails at 6" oc.

• Nail wall plate through floor sheathing into rim per code.

• Toe-nail rim board to wall plate with 8d nails at 6" oc.

DECK TO RIM AND RIM TO PLATE CONNECTIONS1RIM TO JOIST CONNECTION

NOTE:1. Additional framing connectors to the face of the rim board may

be used to increase lateral capacity for wind and seismic design.2. Trim the tongue or groove of the floor sheathing in accordance

with the T&G Trim Requirements table.

T&G TRIM REQUIREMENTS2

T&G TRIM REQUIREMENTSFloor Sheathing

ThicknessRim Board Thickness

1" 1-1/8" 1-1/4" > 1-1/4"≤ 7/8" Trim Not Required Not Required Not Required> 7/8" Trim Trim Trim Not Required

See T&G Trim Requirements table below for when to trim tongue or groove

Trim not requiredTrim tongue (or groove)

FACTORED RIM BOARD RESISTANCE

Material Grade Thickness

Vertical Load ResistanceLateral Load4,5,6 Resistance, !H

(plf)

Uniform, !V2 (plf)

Concentrated, !P3 (lbs)

d ≤ 16" 16" < d ≤ 24" d ≤ 24"LP OSB APA Rated Rim Board 1-1/8" 7339 5004 5838 234LP LSL 1730Fb-1.35E ≥ 1-1/4" 10008 6338 6338 326

LP LVL (cross-ply) 1750Fb-1.3E ≥ 1-1/4" 13970 8457 7022 326

FACTORED UNIFORM LOAD (PLF) RESISTANCE FOR RIM BOARD HEADERS: MAXIMUM 4' CLEAR SPAN

Material ThicknessRim Board Depth

9-1/2" 11-7/8" 2-Ply 14" 2-Ply 16"LP OSB 1-1/8" 620 (1-1/2") 915 (3") 2410 (4-1/2") 2980 (4-1/2")LP LSL 1-1/4" 955 (1-1/2") 1810 (3") 5155 (4-1/2") 6535 (6")

LP LVL (cross-ply) 1-1/4" 865 (1-1/2") 1645 (3") 4675 (4-1/2") 5925 (6")

39

Handling and Storage Guidelines and Warnings

• Warning: Failure to follow good procedures for handling, storage and installation could result in unsatisfactory performance, unsafe structures and possible collapse.

• Keep LP® SolidStart® Engineered Wood Products dry.• Unload products carefully, by lifting. Support the bundles to reduce excessive bowing.

Individual products shall be handled in a manner which prevents physical damage during measuring, cutting, erection, etc. I-Joists shall be handled vertically and not flatwise.

• Keep products stored in wrapped and strapped bundles, stacked no more than 10' high. Support and separate bundles with 2x4 (or larger) stickers spaced no more than 10' apart. Keep stickers in line vertically.

• Product shall not be stored in contact with the ground, or have prolonged exposure to the weather.

• Use forklifts and cranes carefully to avoid damaging products.• Do not use a visually damaged product. Call your local LP SolidStart Engineered Wood

Products distributor for assistance when damaged products are encountered.• For satisfactory performance, LP SolidStart Engineered Wood Products shall be used

under dry, covered and well-ventilated interior conditions in which the equivalent moisture content in lumber will not exceed 16%.

DO

N’T

W A R N I N G SThe following conditions are NOT permitted!

Do not use visually damaged products without first checking with your local LP SolidStart Engineered Wood Products distributor or sales office.

DON’T put holes too close to supports.

Refer to hole

chart for correct

location.

DON’T overcut hole and damage flange.

DON’T make hole with hammer unless knock-out is provided.

DON’T hammer on

flange and damage joist.

DON’T cut or notch flange.

DON’T drill flange.

DON’T cut flange for pipes.

DON’T cut beyond inside edge of bearing.

DON’T support I-Joist on web.

DON’T use 16d nails.

Refer to Joist End

Nailing detail for

correct sizes and locations.

DO

N’T

© 2014 Louisiana-Pacific Corporation. All rights reserved. APA and APA Rated are registered trademarks of APA – The Engineered Wood Association. SIMPSON STRONG-TIE is a registered trademark of Simpson Strong-Tie Company, Inc. SFI and the associated logo are trademarks of Sustainable Forestry Initiative, Inc. PEFC and the associated logo are trademarks of Programme for the Endorsement of Forest Certification. USP STRUCTURAL CONNECTORS is a registered trademark of United Steel Products Company. LP and SolidStart are registered trademarks of Louisiana-Pacific Corporation. Printed in USA. Specifications (details) subject to change without notice.

LPEW0327 9/14 2M OS/HMH

For more information on the full line of LP® SolidStart® Engineered Wood Products or the nearest distributor, visit our web site at LPCorp.com.

LP SolidStart Engineered Wood Products are manufactured at different locations in the United States and Canada. Please verify availability with the LP SolidStart Engineered Wood Products distributor in your area before specifying these products. PEFC/29-31-102 BV-SFICOC-US09000262

Phone: 1-888-820-0325E-mail: [email protected].

Distributed in Canada by

Branch Location Toll-Free Phone

Langley, BC 866-816-7741 604-857-7741Kelowna, BC 800-665-1187 250-765-7714 Nanaimo, BC 800-667-1470 250-751-1441Calgary, AB 800-661-8430 403-279-0926Edmonton, AB 800-642-3897 780-466-4224 Regina, SK 800-552-8045 306-359-1644 Saskatoon, SK 800-772-1243 306-934-1155 Winnipeg, MB 800-665-0298 204-475-4664 Milton, ON 800-268-5095 905-858-1300 Sudbury, ON 800-293-1689 705-525-0777 Boucherville, PQ 800-361-0180 450-655-2324St. Augustin, PQ 800-463-6110 418-878-3860 Halifax, NS 800-824-4237 902-468-8912St. John's, NL 877-782-5544 709-782-5600

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