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LP® SolidStart® Engineered Wood Products

Technical Guide for Residential Floors And RoofsFeaturing:• LP® SolidStart® I-Joists• LP® SolidStart® LSL• LP® SolidStart® LVL• LP® SolidStart® Rim Board

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

EUROCODE 5

2

It’S MorE than our ProductS. It’S thE Way WE do BuSInESS.At LP Building Products, we’re proud to offer integrated building solutions that work together to save you time and money, and proud that our products offer so many environmental benefits.

But something else sets us apart: the way we do business. We believe that “sustainability” means acting in a way that protects the environment, embraces social responsibilities, and builds economic prosperity today and for future generations.

That is why we set a higher standard by using both PEFC and SFI certified timber procurement systems. Our systems are certified by the same third-party that certifies sustainable forestlands which helps ensure our timber comes from well-managed, non-controversial sources.

thErE’S tIMBEr. and thEn, thErE’S BEttEr.Your reputation is built on the strength of your materials. So it makes sense to build with LP® SolidStart® Engineered Wood Products based on LP’s advanced technology. LP® SolidStart® products work together in a building system that delivers practical advantages during construction and for decades to come, and meets or surpasses the regulations and standards applicable in the United Kingdom and Ireland.

BuILdErS can offEr thEIr cuStoMErS thE PEacE of MInd that coMES WIth a LIfEtIME LIMItEd Warranty on aLL LP® SolidStart® EngInEErEd Wood ProductS.

If your LP® SolidStart® products ever develop problems due to

a non-conformity, LP will cover all reasonable repair and/or

replacement costs as per the conditions of our Lifetime Limited

Warranty. Visit LPCorp.com/EU to see the complete warranty

or contact your local LP® SolidStart® Engineered Wood Products

distributor or sales office for a copy of the warranty.

PEFC/29-31-102

LP® SolidStart® Engineered Wood Products

BV-SFICOC-US09000262

3

LP® SolidStart® Laminated Veneer Lumber (LVL) is ideal for single or multiple-ply beams, lintels, trimming beams and other primary load carrying applications.

Manufactured from ultrasonically graded veneers and bonded with exterior grade adhesives, LP® SolidStart® LVL delivers greater load-carrying capacity than traditional timber. Available in multiple grades and a wide variety of widths and lengths it provides tremendous design flexibility, as well as superior dimensional stability. Comes standard with a water-resistant SiteCote® providing additional weather protection.

LP® SolidStart® LVL

0679-CPD-0816 0679-CPD-0817

LP® SolidStart® Laminated Strand Lumber (LSL) offers strength and consistency to a broad range of applications in residential and light commercial applications including primary floor beams, trimming beams, lintels, posts, purlins and rim boards.

Available in multiple grades up to 12000 N/mm2 MOE (LSL-G) and a variety of sections, it delivers enhanced design flexibility. Edges and ends are sealed for added moisture protection. LP® SolidStart® LSL shows superior dimensional stability and connection capacities.

LP® SolidStart® LSL

0679-CPD-0844 ETA-13/0038

table of contents

designed to outperform traditional timber

LP® SolidStart® I-Joists are structural I-joist sections designed to provide stable, uniform and robust floor and roof framing.

LP® SolidStart® I-Joists start straight and stay straight. They’re more uniform in strength, stiffness and size than solid timber and are less likely to warp, shrink, twist, split or crown. They’re light in weight and come in longer lengths and deeper depths so floors can be designed with fewer pieces, saving installation and material costs.

0679-CPD-0839 0679-CPD-0840

ETA-12/0480

Manufactured for strength and consistency, our LP® Rim Board products are precision cut to work seamlessly with LP® SolidStart® I-Joists and LSL and LVL beams.

That makes them ideal for supporting vertical and lateral wall loads as part of a floor or roof framing system. Options include rim board manufactured from LSL or LVL in a wide range of depths and thicknesses. LP® Rim Board provides a dimensionally stable flat surface, consistent edge nailing capacity and high vertical load capacity suitable in most multi-story applications.

LP® SolidStart® I-Joists LP SolidStart® rim Board

LP® SolidStart® I-Joists: Design Specifications . . . . . . . . 4

LP SolidStart I-Joists: Load Tables . . . . . . . . . . . . . . . . . . 5

LP SolidStart I-Joists: Floor Span Tables . . . . . . . . . . . . . . 6

LP SolidStart I-Joists: Roof Span Tables . . . . . . . . . . . . . . 7

LP SolidStart LSL: Design Specifications . . . . . . . . . . . . . . 8

LP SolidStart LVL: Design Specifications . . . . . . . . . . . . . . 9

LP SolidStart LSL & LVL: Load Tables — Intermediate Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

LP SolidStart LSL & LVL: Load Tables — Roofs . . . . . . . . .11

Fire and Sound . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12-13

Floor Performance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12-13

LP SolidStart Rim Board . . . . . . . . . . . . . . . . . . . . . . . . . . 14

Product Specifications & Web Stiffeners . . . . . . . . . . . . . 15

Installation Details — Floors . . . . . . . . . . . . . . . . . . . . .16-18

Cantilevers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19

LP SolidStart I-Joist: Web Hole Specifications . . . . . . . . 20

Connectors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

Installation Details — Beams & Columns . . . . . . . . . . . . . 22

Connection of Multiple-Ply LSL and LVL Beams . . . . . . . 23

Installation Details — Roofs . . . . . . . . . . . . . . . . . . . . . 24-25

Handling and Storage Guidelines and Warnings . . . . . . . 26

Safety Bracing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27

EUROCODE 5

4

LP® SolidStart® I-Joists: design Specifications

notES:1. The use of LP SolidStart® I-Joists shall be limited to conditions of Service Class 1 and 2 per EN 1995-1-1 (Eurocode 5).2. See notes and tables below for applicable design factors (kmod, kdef, gM) when designing to EN 1995-1-1. 3. Characteristic moment resistances assume lateral bracing of the compression flange at a spacing not exceeding 8 times the flange width. 4. Characteristic shear resistances assume a 38mm diameter round hole in the web (knockouts) at 300mm c/c.5. Deflection calculation shall include flexural rigidity (EI) and shear rigidity (GA).6. The supporting members and connectors must be checked by the designer.7. Bearing resistance with web stiffeners (WS) assumes proper installation (page 15).

gMLoad Duration LPI™ Joist ConnectionFundamental 1.25 1.30

Accidental 1.00 1.00

kmod

Duration of LoadMoment Shear Bearing w/o WS Bearing with WS

SC 1 SC 2 SC 1 SC 2 SC 1 SC 2 SC 1 SC 2Permanent 0.60 0.60 0.40 0.30 0.50 0.45 0.60 0.60Long-Term 0.70 0.70 0.50 0.40 0.60 0.55 0.70 0.70

Medium-Term 0.80 0.80 0.70 0.55 0.75 0.70 0.80 0.80Short-Term 0.90 0.90 0.90 0.70 0.90 0.80 0.90 0.90

Instantaneous 1.10 1.10 1.10 0.90 1.10 1.00 1.10 1.10

Eurocode 5 Partial and Modification factors

kdefBending Deformation Shear Deformation

SC 1 SC 2 SC 1 SC 20.60 0.80 1.50 2.25

Eurocode 5 Partial and Modification factors

rIM JoISt and BLockIng caPacItIES

Depth (mm) Series

Uniform VerticalLoad Capacity

(kN/m)

225LPI™ 20 56LPI™ 42 65

240LPI™ 20 56LPI™ 42 65

300LPI™ 20 52LPI™ 42 65

360LPI™ 20 44LPI™ 42 59

400LPI™ 20 44LPI™ 42 59

notES:1. LPI rim and blocking require compression blocks to support concentrated vertical loads.2. Lateral load capacity for all series above is 3.3 kN/m unfactored but may be limited by

the connection details used. Do not exceed the Flange Face Nailing requirements (page 15).

LPI™ 20

63mm

225mm240mm300mm360mm400mm

9.5mm

38mm

LPI™ 42

89mm

225mm240mm300mm360mm400mm

9.5mm

38mm

0679-CPD-08390679-CPD-0840

ETA-12/0480

EUROCODE 5

charactErIStIc rESIStancES and dESIgn ProPErtIES

Depth (mm) Series Width

(mm)Joist

Weight(kg/m)

Flexural Rigidity

EI (N.mm2x109)

Shear Rigidity

GA (Nx106)

Moment Resistance

(kN.m)

Shear Resistance

(kN)

Bearing Resistance (kN)45mm END Bearing 89mm INTERMEDIATE Bearing

w/o WS with WS w/o WS with WS

225 LPI™ 20 63 3.6 446 2.3 7.32 12.07 10.35 11.68 22.74 24.54LPI™ 42 89 4.7 747 2.3 14.11 13.08 10.35 11.68 22.74 24.54

240 LPI™ 20 63 3.8 519 2.5 7.89 12.69 10.36 12.04 23.08 24.94LPI™ 42 89 5.0 867 2.5 15.20 13.81 10.36 12.04 23.08 24.94

300 LPI™ 20 63 4.2 879 3.3 10.22 15.22 10.42 13.54 24.46 26.56LPI™ 42 89 5.1 1463 3.3 19.70 16.80 10.42 13.54 24.46 26.56

360 LPI™ 20 63 4.5 1341 4.1 12.38 17.75 10.48 15.03 25.84 28.18LPI™ 42 89 5.5 2221 4.1 23.88 19.79 10.48 15.03 25.84 28.18

400 LPI™ 20 63 4.8 1709 4.6 13.81 19.43 10.52 16.02 26.76 29.26LPI™ 42 89 5.8 2819 4.6 26.63 21.79 10.52 16.02 26.76 29.26

5

LP® SolidStart® I-Joists: Load tables

to uSE:1. Calculate the Total factored and Total unfactored load in kN/m.

ExaMPLE: Select a roof joist with a horizontal span of 4.0m and slope of 45° and at 600mm c/c.Dead Load is 1.0 kN/m2, Snow Load is 0.6 kN/m2, and Imposed Roof Load is 0.3 kN/m2. Calculate Total factored load = {1.35 (1.0) + max [1.5(0.3) + 1.5(0.5)(0.6); 1.5(0.6)+1.5(0.7)(0.3)} x 0.6 = 1.54 kN/m Calculate Total unfactored load = [1.0 + max(0.6, 0.3)] x 0.6 = 0.96 kN/m Calculate Sloped Span = 4.0m x 1.414 = 5.66m or use 6.0mSelect the 360mm – LPI™ 20 with Total factored load of 1.59 kN/m and Total unfactored load 0.99 kN/m.

dESIgn aSSuMPtIonS:1. Table is valid for single or multiple spans. For multiple spans, the shortest span shall not be less than 50% of the longest span.2. Roof loads shall not be adjusted for roof slope.3. Includes 2.0 kN concentrated load check for Floor, 0.9 kN for Roof.4. For Floors, dead load shall not exceed 55% of the total combined unfactored load: G/(G + Q) ≤ 0.55. For Roofs, Total factored load is valid only for G/max(G + Q + cO,S·S; G + S + cO,Q·Q) ≤ 0.80: Total unfactored load is valid only for G/[G + max(S, Q )] ≤ 0.80.5. For Floor and Roof, Net final deflection (unet,fin) is limited to L/250.6. For Floor, Total instantaneous deflection (uinst,tot) is limited to lesser of L/333 and 12mm.7. Vibration design per EN 1995-1-1 assumed 22mm P5 chipboard at 600mm c/c nailed decking and suspended ceiling for Floor. Roof is not designed for vibration.8. System factor ksys = 1.1 is applied (4 or more joists at 625mm c/c or less).9. Spans are based on 45mm end and 89mm intermediate bearing length.10. Bearing of the support material or wall plate has NOT been verified.

addItIonaL notES:1. Web stiffeners are not required for any of these tables. 2. Web fillers are required for hangers that do not laterally support the top flange or for hangers that require nailing to the web. 3. Roof slope shall not exceed 45o.

fLoor – MaxIMuM totaL unIforM Load (kn/m) Service class 1 - Medium-term Load

Depth(mm) Series

Joist Clear Span (m)

1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

225LPI™ 20 7.55 * 5.74 * 4.63 4.20 3.88 2.68 3.04 1.80 1.99 1.26 - - - - - - - -

LPI™ 42 7.55 * 5.74 * 4.63 * 3.88 * 3.34 2.70 2.93 1.93 2.61 1.40 - - - - - -

240LPI™ 20 7.66 * 5.83 * 4.70 * 3.94 3.08 3.39 2.07 2.36 1.46 - - - - - - - -

LPI™ 42 7.66 * 5.83 * 4.70 * 3.94 * 3.39 3.08 2.97 2.21 2.65 1.62 - - - - - -

300LPI™ 20 8.12 * 6.18 * 4.98 * 4.18 * 3.59 3.34 3.15 2.37 2.76 1.70 - - - - - -

LPI™ 42 8.12 * 6.18 * 4.98 * 4.18 * 3.59 * 3.15 * 2.81 2.62 2.53 1.79 - - - -

360LPI™ 20 8.58 * 6.52 * 5.26 * 4.41 * 3.80 * 3.33 * 2.97 2.53 2.68 1.70 - - - -

LPI™ 42 8.58 * 6.52 * 5.26 * 4.41 * 3.80 * 3.33 * 2.97 * 2.68 2.63 2.44 1.86 - -

400LPI™ 20 8.73 * 6.64 * 5.36 * 4.49 * 3.86 * 3.39 * 3.02 * 2.72 2.14 2.48 1.50 - -

LPI™ 42 8.73 * 6.64 * 5.36 * 4.49 * 3.86 * 3.39 * 3.02 * 2.72 * 2.48 2.32 2.28 1.68

roof SLoPE adJuStMEnt factorSSlope 5° 10° 15° 20° 25° 30° 35° 40° 45°

Factor 1.004 1.015 1.035 1.064 1.103 1.155 1.221 1.305 1.414

roof – MaxIMuM totaL unIforM Load (kn/m) Service class 2 - Short-term Load

Depth(mm) Series

Joist Clear Span (m)

2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

Total factored

load

Total unfactored

load

225LPI™ 20 3.26 * 2.61 * 2.17 * 1.86 1.50 1.63 1.06 1.45 0.77 - - - - - - - -

LPI™ 42 3.54 * 2.83 * 2.35 * 2.02 * 1.76 1.60 1.57 1.18 1.41 0.90 1.28 0.70 - - - -

240LPI™ 20 3.43 * 2.74 * 2.28 * 1.96 1.72 1.71 1.22 1.52 0.89 1.37 0.67 - - - - - -

LPI™ 42 3.74 * 2.99 * 2.49 * 2.13 * 1.86 1.82 1.65 1.36 1.49 1.03 1.35 0.80 1.24 0.63 - -

300LPI™ 20 4.12 * 3.29 * 2.74 * 2.35 * 2.05 1.97 1.82 1.45 1.64 1.09 1.49 0.84 1.37 0.66 - -

LPI™ 42 4.55 * 3.63 * 3.03 * 2.59 * 2.27 * 2.01 * 1.81 1.66 1.65 1.30 1.51 1.03 1.39 0.83

360LPI™ 20 4.80 * 3.84 * 3.20 * 2.74 * 2.39 * 2.13 * 1.91 1.62 1.74 1.26 1.59 0.99 1.47 0.79

LPI™ 42 5.00 * 4.03 * 3.38 * 2.91 * 2.55 * 2.27 * 2.05 * 1.87 * 1.71 1.52 1.58 1.23

400LPI™ 20 5.09 * 4.11 * 3.44 * 2.96 * 2.60 * 2.31 * 2.09 2.02 1.90 1.57 1.74 1.24 1.61 1.00

LPI™ 42 5.09 * 4.11 * 3.44 * 2.96 * 2.60 * 2.31 * 2.09 * 1.90 * 1.74 * 1.61 1.53

* Indicates that Total unfactored load does not control

* Indicates that Total unfactored load does not control

Floor Roof

Total factored load 1.35G + 1.5Q 1.35G + max(1.5Q + 1.50,S·S ; 1.5S + 1.50,Q·Q)

Total unfactored load G + Q G + max(Q, S)

2. Select the appropriate clear span required. For roof the horizontal span shall be multiplied by the appropriate roof slope adjustment factor.3. Scan down the column to find the product that meets or exceeds both actual total loads.4. Ensure loading ratio in Design Assumptions footnote 4 is satisfied.

rEfErEncE: G = Dead Load, Q = Imposed Load, S = Snow Load, 0,S = 0.5, and 0,Q = 0.7

chEck footnotE 4: G/max(G + Q + cO,S·S; G + S + cO,Q·Q) = 1.0/max(1.0 + 0.3 + 0.5·0.6, 1.0 + 0.6 + 0.7·0.3) = 0.552 ≤ 0.80 okG/[G + max(S, Q )] = 1.0/[1.0 + max(0.3, 0.6)] = 0.62 ≤ 0.80 ok

6

LP® SolidStart® I-Joists: floor Span tables

to uSE:1. Select the appropriate table based on the actual span configuration (single or multiple span). 2. Select the appropriate section of that table based on the project design loads, as required.3. Find a span that meets or exceeds the design clear span.4. Read the corresponding joist series, depth and spacing.

caution: For floor systems that require both single span and multiple span joists, it is a good idea to check both before selecting a joist. Some conditions are controlled by multiple span strength instead of single span deflection.

rESIdEntIaL fLoor LoadSImposed Load: 1.5 kN/m2 (medium-term) per EN 1991-1-1Concentrated Load Check: 2.0 kN (medium-term) per EN 1991-1-1Dead Loads (Gk): 0.9 kN/m2 = 0.4 kN/m2 (self-weight) + 0.5 kN/m2 (partition load) 1.8 kN/m2 = 0.4 kN/m2 (self-weight) + 0.5 kN/m2 (partition load) + 0.9 kN/m2 (concrete screed)

SIngLE SPan – cLEar SPan (m)

Depth (mm) Series

INTERMEDIATE (UPPER) FLOOR Service Class 1

GROUND FLOOR Service Class 2

Gk = 0.9 kN/m2 Gk = 1.8 kN/m2 Gk = 0.9 kN/m2 Gk = 1.8 kN/m2

Joist Centres (mm) Joist Centres (mm) Joist Centres (mm) Joist Centres (mm)

300 400 480 600 300 400 480 600 300 400 480 600 300 400 480 600

225LPI™ 20 4.58 4.40 4.20 3.90 4.37 3.94 3.68 3.38 4.58 4.37 4.08 3.75 4.20 3.77 3.52 3.22

LPI™ 42 5.16 4.95 4.75 4.47 4.94 4.57 4.32 3.96 5.16 4.95 4.75 4.41 4.94 4.43 4.12 3.77

240LPI™ 20 4.75 4.57 4.36 4.11 4.54 4.15 3.88 3.56 4.75 4.57 4.30 3.96 4.43 3.98 3.71 3.40

LPI™ 42 5.35 5.14 4.93 4.64 5.13 4.75 4.52 4.18 5.35 5.14 4.93 4.64 5.13 4.67 4.35 3.98

300LPI™ 20 5.41 5.20 4.98 4.70 5.19 4.81 4.58 4.28 5.41 5.20 4.98 4.70 5.19 4.78 4.46 4.10

LPI™ 42 6.09 5.85 5.62 5.30 5.86 5.43 5.17 4.80 6.09 5.85 5.62 5.30 5.86 5.42 5.16 4.48

360LPI™ 20 6.01 5.77 5.55 5.23 5.77 5.35 5.10 4.80 6.01 5.77 5.55 5.23 5.77 5.35 5.10 4.50

LPI™ 42 6.75 6.48 6.22 5.89 6.51 6.03 5.74 4.83 6.75 6.48 6.22 5.89 6.51 6.03 5.65 4.50

400LPI™ 20 6.38 6.13 5.89 5.56 6.13 5.69 5.42 4.85 6.38 6.13 5.89 5.56 6.13 5.69 5.42 4.52

LPI™ 42 7.16 6.87 6.60 6.25 6.91 6.40 6.09 4.85 7.16 6.87 6.60 6.14 6.91 6.40 5.68 4.52 Span

Single Span Application

SpanSpan Span

Multiple Span Application

dESIgn aSSuMPtIonS:1. Table is valid for single or multiple spans. For multiple spans, the shortest span shall not be less than 50% of the longest span.2. Net final deflection (unet,fin) limited to L/250.3. Total instantaneous deflection (uinst,tot) limited to lesser of L/333 and 12mm. 4. Vibration design per EN 1995-1-1 assumed 22mm P5 chipboard nailed decking and suspended ceiling.5. System factor ksys = 1.1 is applied (4 or more joists at 625mm c/c or less).6. Spans are based on 45mm end and 89mm intermediate bearing length.7. Bearing of the support material or wall plate has NOT been verified.

addItIonaL notES:1. Web stiffeners are not required for any of these tables. 2. Web fillers are required for hangers that do not laterally support the top flange or for hangers that require nailing to the web. 3. For improved performance or “feel” of the floor refer to “Floor Performance” on pages 12 and 13.4. For conditions not shown, use the Maximum Total Uniform Load (kN/m) tables, use LP design software or contact your LP distributor.

MuLtIPLE SPan – cLEar SPan (m)

Depth (mm) Series

INTERMEDIATE (UPPER) FLOOR Service Class 1

GROUND FLOOR Service Class 2

Gk = 0.9 kN/m2 Gk = 1.8 kN/m2 Gk = 0.9 kN/m2 Gk = 1.8 kN/m2

Joist Centres (mm) Joist Centres (mm) Joist Centres (mm) Joist Centres (mm)

300 400 480 600 300 400 480 600 300 400 480 600 300 400 480 600

225LPI™ 20 4.93 4.73 4.54 4.32 4.85 4.49 4.22 3.76 4.92 4.73 4.54 4.27 4.85 4.38 3.92 3.14

LPI™ 42 5.54 5.32 5.10 4.87 5.48 5.06 4.81 4.18 5.54 5.32 5.10 4.87 5.48 5.06 4.51 3.61

240LPI™ 20 5.11 4.91 4.72 4.49 5.04 4.67 4.38 3.91 5.11 4.91 4.71 4.49 5.04 4.62 4.30 3.47

LPI™ 42 5.75 5.52 5.29 5.06 5.69 5.26 5.00 4.24 5.75 5.52 5.29 5.06 5.69 5.26 4.76 3.81

300LPI™ 20 5.83 5.60 5.37 5.14 5.76 5.33 4.99 4.46 5.83 5.59 5.37 5.14 5.76 5.33 4.99 4.20

LPI™ 42 6.55 6.28 6.03 5.77 6.50 6.01 5.65 4.50 6.54 6.28 6.03 5.70 6.50 6.01 5.27 4.20

360LPI™ 20 6.47 6.21 5.96 5.71 6.41 5.94 5.50 4.76 6.47 6.21 5.96 5.71 6.41 5.94 5.50 4.44

LPI™ 42 7.26 6.96 6.68 6.40 7.22 6.68 5.98 4.76 7.25 6.96 6.68 6.03 7.22 6.68 5.57 4.44

400LPI™ 20 6.86 6.59 6.33 6.05 6.82 6.31 5.82 4.94 6.86 6.59 6.33 6.05 6.82 6.31 5.78 4.60

LPI™ 42 7.69 7.39 7.09 6.70 7.67 7.10 6.19 4.94 7.69 7.38 7.09 6.25 7.67 6.95 5.78 4.60

7

LP® SolidStart® I-Joists: roof Span tables

to uSE:1. Select the appropriate roof category (Non Accessible or Accessible).2 Select the appropriate Characteristic Snow Load.3. Select the roof slope (for Non Accessible Roof) or the joist spacing (for Accessible Roof).4 Find a span that meets or exceeds the design clear span. Values shown are horizontally projected clear spans already accounting for actual roof slope.5. Read the corresponding joist series, depth and spacing (if applicable).

rESIdEntIaL roof LoadSCharacteristic Snow Load (Sk) is short-term per EN 1991-1-3Imposed Roof Load (qk) is per EN 1991-1-1 – 0.3 to 0.6 kN/m2 (varies with slope) short-term for Non Accessible Roof – 1.5 kN/m2 medium-term for Accessible Roof Concentrated Load Check (Qk) is per EN 1991-1-1 – 0.9 kN short-term for Non Accessible Roof – 2.0 kN medium-term for Accessible Roof Dead Loads (Gk) – 1.0 kN/m2 standard tile roof with ceiling for Non Accessible Roof – 2.0 kN/m2 heavy-weight roof system with ceiling for Accessible Roof

ROOF SPAN

Clear span

to dESIgn PurLInS Use LP design software

or contact your LP distributor for assistance.

dESIgn aSSuMPtIonS:1. Table is valid for single or multiple spans. For multiple spans, the shortest span shall not be less than 50% of the longest span.2. Table is valid only for sites located at altitude not exceeding 1000m above sea level.3. Snow load shape factor for all slopes is μ = 0.8 (snow stops are present); Ce = 1.0; Ct = 1.0.4. Accidental snow loads treated as accidental action are considered.5 Net final deflection (unet,fin) limited to L/250.6. Vibration design per EN 1995-1-1 for Accessible Roof assumed 22mm P5 chipboard nailed decking and suspended ceiling. Non Accessible Roof is not designed for vibration.7. System factor is applied, ksys = 1.1 (4 or more joists at 625mm c/c or less).8. Spans are based on 45mm end and 89mm intermediate bearing length.9. Bearing of the support material or wall plate has NOT been verified.

addItIonaL notES:1. Web stiffeners are not required for any of these tables. 2. Web fillers are required for hangers that do not laterally support the top flange or for hangers that require nailing to the web. 3. Roof joists shall have a minimum slope of 1.2° for positive drainage.4. Roof applications in high wind areas require special analysis which may reduce spans and may require bracing of bottom flange and special connectors to resist uplift.5. For conditions not shown, use the Maximum Total Uniform Load (kN/m) table, use LP design software or contact your LP distributor.

cLEar SPan (m) Service class 2

Depth (mm)

LPI™ Series

NON ACCESSIBLE ROOF Gk = 1.0 kN/m2

600mm Joist Centres

ACCESSIBLE ROOF Gk = 2.0 kN/m2

Roof Slope ≤ 5o

Sk = 0.5 kN/m2 Sk = 0.6 kN/m2 Sk = 0.7 kN/m2 Sk = 1.0 kN/m2 Sk = 1.0 kN/m2

Roof Slope Roof Slope Roof Slope Roof Slope Joist Centres (mm)

0o - 15o 16o - 30o 31o - 45o 0o - 15o 16o - 30o 31o - 45o 0o - 15o 16o - 30o 31o - 45o 0o - 15o 16o - 30o 31o - 45o 300 400 480 600

225LPI™ 20 4.22 3.97 3.60 4.22 3.97 3.57 4.22 3.97 3.54 4.11 3.87 3.45 3.99 3.58 3.33 2.84

LPI™ 42 4.97 4.68 4.26 4.97 4.68 4.22 4.97 4.68 4.18 4.84 4.56 4.07 4.60 4.20 3.90 3.32

240LPI™ 20 4.45 4.18 3.80 4.45 4.18 3.76 4.45 4.18 3.73 4.33 4.08 3.63 4.19 3.77 3.52 3.14

LPI™ 42 5.24 4.93 4.48 5.24 4.93 4.44 5.24 4.93 4.40 5.10 4.80 4.29 4.77 4.42 4.12 3.60

300LPI™ 20 5.34 5.01 4.55 5.34 5.01 4.51 5.34 5.01 4.47 5.19 4.89 4.36 4.79 4.46 4.23 3.88

LPI™ 42 6.28 5.91 5.37 6.28 5.91 5.32 6.28 5.91 5.28 6.11 5.76 5.14 5.45 5.07 4.84 3.97

360LPI™ 20 6.17 5.80 5.26 6.17 5.80 5.22 6.17 5.80 5.17 6.01 5.65 5.04 5.33 4.96 4.73 4.16

LPI™ 42 7.26 6.82 6.20 7.26 6.82 6.15 7.26 6.82 6.09 7.06 6.65 5.93 6.05 5.63 5.22 4.16

400LPI™ 20 6.70 6.30 5.72 6.70 6.30 5.67 6.70 6.30 5.62 6.53 6.14 5.47 5.66 5.27 5.03 4.19

LPI™ 42 7.87 7.40 6.73 7.87 7.40 6.67 7.87 7.40 6.61 7.55 7.19 6.44 6.42 5.98 5.26 4.19

8

LP® SolidStart® LSL: design Specifications

0679-CPD-0844ETA-13/0038

EUROCODE 5

EdgEWISE orIEntatIon

fLatWISE orIEntatIon

notES:1. Bearing across the full width of the beam or header is required.2. Bearing lengths are based on 8.0 N/mm2 characteristic compression perpendicular to the grain resistance for LP SolidStart LSL under factored loads for medium-term load duration in SC1 or SC2. 3. Multiply the bearing length by 3.5 for C24 bearing material or 4.0 for C16 bearing material.


Orientation Property Symbol Units LSL-Q Lite (1.35E)

LSL-Q (1.55E)

LSL-G (1.75E)

Edgewise

Mean Modulus of Elasticity E0,mean N/mm2 9300 10600 12000Mean Shear Modulus G0,mean N/mm2 580 670 750Bending (Reference depth h = 300mm) fm,0,k N/mm2 25.1 34.2 36.3Size Effect Parameter s – 0.15 0.15 0.15Shear fv,0,k N/mm2 8.9 8.9 8.9Compression Perp. (load parallel to wide face of strands) fc,90,k N/mm2 8.0 8.0 8.0

Flatwise

Mean Modulus of Elasticity E0,mean N/mm2 9300 10600 12000Mean Shear Modulus G0,mean N/mm2 580 670 750Bending fm,0,k N/mm2 27.7 37.9 40.5Shear fv,0,k N/mm2 2.2 2.2 2.2Compression Perp. (load perpendicular to wide face of strands) fc,90,k N/mm2 3.8 3.8 3.8

AxialCompression fc,0,k N/mm2 21.6 28.5 32.1Tension (Reference length l = 3000mm) ft,0,k N/mm2 16.7 22.5 26.9

GeneralMean Density rmean kg/m3 670 710 740Characteristic Density (for connections) rk kg/m3 430 430 430

SEctIon dESIgn ProPErtIES

GradesSize

Weight (kg/m)

Section Properties Characteristic CapacityWidth (mm)

Depth (mm)

Area (mm2 x 103)

Section Modulus (mm3 x 103)

Moment of Inertia (mm4 x 106)

Moment (kN-m)

Shear (kN)

LSL-Q Lite (1.35E) 45

225 6.7 10.0 375 42.2 9.41 59.34

240 7.2 10.7 427 51.2 10.71 63.30

300 8.9 13.3 667 100.0 16.74 79.12

360 10.7 16.0 960 172.8 24.10 94.95

400 11.9 17.8 1185 237.1 29.75 105.49

LSL-Q (1.55E) 45

225 7.1 10.0 375 42.2 12.83 59.34

240 7.6 10.7 427 51.2 14.59 63.30

300 9.5 13.3 667 100.0 22.80 79.12

360 11.4 16.0 960 172.8 32.84 94.95

400 12.6 17.8 1185 237.1 43.03 105.49

LSL-G (1.75E) 45

225 7.4 10.0 375 42.2 13.61 59.34

240 7.9 10.7 427 51.2 15.49 63.30

300 9.9 13.3 667 100.0 24.20 79.12

360 11.8 16.0 960 172.8 34.85 94.95

400 13.2 17.8 1185 237.1 43.03 105.49

notES: 1. Maximum unbraced length for compression edge shall be 600mm.2. The 45mm nominal design properties are based on a 44.5mm actual width.

BEarIng LEngth rEquIrEMEntS (mm)Beam Width

(mm)Factored Reaction (kN)

10 15 20 25 30 35 40 45 50 55 60 65 7035 45 54 72 89 107 125 143 161 179 197 - - -38 45 49 66 82 99 115 132 148 164 181 197 - -45 45 45 56 70 84 98 112 127 141 155 169 183 19789 45 45 45 45 45 49 56 63 70 77 84 91 98

notES: 1. The use of LP® SolidStart® LSL shall be limited to conditions of Service Class 1 & 2 per EN 1995-1-1.2. The mean modulus of elasticity (MOE) is true MOE and does not include the effect of shear deformation.3. Characteristic bending strength for edgewise orientation shall be multiplied by correction factor kh:

4. Characteristic tension parallel to the grain strength shall be multiplied by correction factor kl:5. The kmod ,and kdef modification factors defined in EN 1995-1-1 for LVL are applicable.6. The gM partial factor defined in the National Annex to EN 1995-1-1 shall be 1.2.7. For other design considerations, the factors or values defined in EN 1995-1-1 for LVL are applicable.

kh = min{(300/h)s, 1.2}kl = min{(3000/l)s/2, 1.1}

9

LP® SolidStart® LVL: design Specifications

notES:1. Bearing across the full width of the beam or header is required.2. Bearing lengths are based on 6.5 N/mm2 characteristic compression perpendicular to the grain resistance for LP® LVL under factored loads for medium-term load duration in SC1 or SC2. 3. Multiply the bearing length by 2.9 for C24 bearing material and 3.3 for C16 material.

notES: 1. Maximum unbraced length for compression edge shall be 600mm.2. The 45mm nominal design properties are based on a 44.5mm actual width.


Orientation Property Symbol Units LVL-Q Lite (1.3E x-lam)

LVL-S (2.0E)

Edgewise

Mean Modulus of Elasticity E0,mean N/mm2 8960 13790Bending (Reference depth h = 300mm) fm,0,k N/mm2 24.0 42.8Size Effect Parameter s – 0.15 0.15Shear fv,0,k N/mm2 3.6 3.8Compression Perp. (load parallel to wide face of strands) fc,90,k N/mm2 6.7 6.5

Flatwise

Mean Modulus of Elasticity E0,mean N/mm2 7580 13790Bending fm,0,k N/mm2 23.9 42.7Shear fv,0,k N/mm2 1.9 2.1Compression Perp. (load perpendicular to wide face of strands) fc,90,k N/mm2 3.0 3.0

AxialCompression fc,0,k N/mm2 22.2 41.9Tension (Reference length l = 3000mm) ft,0,k N/mm2 14.9 26.0

GeneralMean Density rmean kg/m3 510 650Characteristic Density (for connections) rk kg/m3 420 420

SEctIon dESIgn ProPErtIES

Grade

SizeWeight (kg/m)

Section Properties Maximum Section Capacity

Width (mm)

Depth (mm)

Area (mm2 x 103)

Section Modulus

(mm3 x 103)

Moment of Inertia

(mm4 x 106)

Characteristic Moment (kN-m)

Characteristic Shear (kN)

LVL-q Lite(1.3E x-lam) 45

225 5.1 10.0 375 42.2 9.00 24.00

240 5.4 10.7 427 51.2 10.24 25.60

300 6.8 13.3 667 100.0 16.00 32.00

360 8.2 16.0 960 172.8 23.04 38.40

400 9.1 17.8 1185 237.1 28.45 42.67

LVL-S(2.0E) 45

225 6.5 10.0 375 42.2 16.05 25.34

240 6.9 10.7 427 51.2 18.26 27.03

300 8.7 13.3 667 100.0 28.54 33.78

360 10.4 16.0 960 172.8 41.09 40.54

400 11.6 17.8 1185 237.1 50.73 45.04

BEarIng LEngth rEquIrEMEntS (mm)Beam Width

(mm)Factored Reaction (kN)

10 15 20 25 30 35 40 45 50 55 60 65 7035 45 66 88 110 132 154 176 198 - - - - -38 45 61 81 101 121 142 162 182 - - - - -45 45 52 69 87 104 121 138 156 173 190 - - -89 45 45 45 45 52 61 69 78 87 95 104 112 121

0679-CPD-08160679-CPD-0817

EUROCODE 5

notES: 1. The use of LP® LVL shall be limited to conditions of Service Class 1 & 2 per EN 1995-1-1. 2. The mean modulus of elasticity (MOE) is apparent MOE including the effect of shear deformation.3. Characteristic bending strength for edgewise orientation shall be multiplied by correction factor kh:

4. Characteristic tension parallel to the grain strength shall be multiplied by correction factor kl:5. The kmod ,and kdef modification factors defined in EN 1995-1-1 for LVL are applicable.6. The gM partial factor defined in the National Annex to EN 1995-1-1 shall be 1.2.7. For other design considerations, the factors or values defined in EN 1995-1-1 for LVL are applicable.

kh = min{(300/h)s, 1.2}

kl = min{(3000/l)s/2, 1.1}

EdgEWISE orIEntatIon

fLatWISE orIEntatIon

10

LP® SolidStart® LSL & LVL: Load tables – Intermediate floors

ExaMPLE: Select a 2-ply floor beam with a span of 5.0m and carrying joists with a total tributary width of 1.8m. Imposed Floor Load is 1.5 kN/m2, Floor Dead Load is 0.4 kN/m2 plus Partition Load of 0.5 kN/m2. Select 2-ply 45 x 400mm LSL-Q with a Total load of 2.28 kN/m per ply

dESIgn aSSuMPtIonS:1. Table is valid for single or multiple spans. For multiple spans, the shortest span shall not be less than 50% of the longest span.2. The loads are based on Strength and Serviceability Design per EN 1990. 3. Dead load shall not be less than 20% nor exceed 60% the total combined unfactored load: 0.20 ≤ G/(G + Q) ≤ 0.60.4. Includes 2.0 kN concentrated load check.5. Net final deflection (unet,fin) limited to L/250.6. Total instantaneous deflection (uinst,tot) limited to lesser of L/333 and 12mm.7. Vibration design for girder joist per EN 1995-1-1 (not valid for floor joists).8. No system factor is applied.9. Maximum unbraced length for compression edge shall be 600mm.10. Bearing of the support material or wall plate has NOT been verified.

addItIonaL notES:1. The 45mm nominal design properties are based on a 44.5mm actual width. 2. Use multiple plies for 38mm depths greater than 300mm and 45mm depths greater than 360mm.3. Multiply loads by 0.85 for 38mm, 2.0 for 89mm wide beam, 3.0 for 133mm, and 4.0 for 178mm.4. Refer to page 23 for connection details and limits on side-loaded beams.5. For conditions not shown, use LP design software or contact your LP distributor.

to uSE:1. Top value in each cell represents the Total load (kN/m). Bottom values represent the required bearing length in mm (end/intermediate). If no value is stated below the Total load, the required minimum bearing lengths are 45mm end and 89mm intermediate.2. Calculate the Total load (G + Q) in kN/m (neglect the beam or header self weight), where G = Dead Load and Q = Imposed Load.3. Select the appropriate clear span. Scan down the column to find the grade and dimension that meets or exceeds the actual total load.4. Review the bearing length required and check if adequately provided. 5. Ensure loading ratio in Design Assumptions footnote 3 is satisfied.

MaxIMuM totaL unIforM Load (kn/m) Service class 1 - Medium term Load

Grade Width (mm)

Depth (mm)

Clear Span (m)1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0

LSL-Q Lite (1.35E)

orLVL-Q-Lite

(1.3E x-lam)

45

22514.38 8.40 4.86 2.74 1.45 0.82 - - - - - -

24015.65 9.46 5.91 3.34 1.77 1.01 0.60 - - - - -

30021.00 14.24 9.26 6.47 3.53 2.03 1.23 0.77 - - - -

45/120 45/100

36026.49 18.15 12.83 9.07 6.16 3.58 2.19 1.40 0.91 0.61 - -

70/180 60/150 45/120 45/90

40029.18 20.76 15.27 10.89 8.11 4.94 3.05 1.95 1.29 0.87 0.59 -

80/200 70/180 60/160 45/130 45/100

LSL-Q (1.55E) 45

22519.59 9.39 5.12 3.06 1.70 0.95 0.55 - - - - -

24022.05 11.17 6.14 3.68 2.08 1.17 0.69 - - - - -

45/100

30031.21 18.97 11.28 6.91 4.15 2.38 1.44 0.89 0.56 - - -

70/180 45/120

36034.83 25.42 17.09 11.35 7.26 4.21 2.57 1.63 1.05 0.69 - -

80/200 70/190 50/140 45/110

40034.82 26.81 20.23 14.48 10.00 5.82 3.57 2.28 1.50 1.00 0.67 -

80/200 80/200 70/190 60/150 45/120 45/100

LSL-G (1.75E) 45

22520.93 10.62 5.80 3.46 1.93 1.09 0.64 - - - - -

24023.28 12.63 6.94 4.17 2.37 1.34 0.79 - - - - -

45/110

30032.96 20.06 12.76 7.82 4.72 2.71 1.64 1.02 0.65 - - -

70/190 45/130 45/100

36034.83 26.75 17.95 12.84 8.24 4.78 2.92 1.86 1.21 0.80 - -

80/200 80/200 60/160 45/120 45/100

40034.82 26.80 21.33 15.33 11.31 6.61 4.06 2.60 1.71 1.15 0.78 -

80/200 80/200 80/200 60/160 45/130 45/110

LVL-S (2.0E) 45

22515.17 10.71 7.50 4.24 2.26 1.29 0.76 - - - - -

24016.51 11.58 8.92 5.16 2.75 1.58 0.94 0.58 - - - -

30021.90 15.21 11.60 9.37 5.46 3.16 1.93 1.22 0.79 0.52 - -

50/140 45/120 45/110 45/100 45/100

36027.68 19.01 14.40 11.58 9.47 5.55 3.41 2.19 1.44 0.97 0.66 -

70/200 60/170 60/150 50/140 50/140 45/130 45/120 45/100

40028.28 21.68 16.36 13.10 10.90 7.54 4.66 3.04 2.03 1.38 0.95 0.66

80/200 80/200 70/180 60/170 60/160 60/160 60/150 50/130 45/120 45/100

chEck footnotE 3:G/(G + Q) = (0.4 + 0.5)/(0.4 + 0.5 + 1.5) = 0.3750.20 ≤ 0.375 ≤ 0.60 ok

11

LP® SolidStart® LSL & LVL: Load tables – roofs

ExaMPLE: Select a roof joist with a horizontal span of 4.0m and a slope of 45° and at 600mm c/c. Dead Load is 1.0 kN/m2, Snow Load is 0.6 kN/m2, and Imposed Roof Load is 0.3 kN/m2. Calculate Total load [G + max (Q, S)] = [1.0 + 0.6] x 0.6 = 0.96 kN/m Calculate Sloped span = 4.0m x 1.414 = 5.66m or use 6.0m Select 1-ply 45 x 300mm LVL-S with a Total load of 1.07 kN/m

dESIgn aSSuMPtIonS:1. Table is valid for single or multiple spans. For multiple spans, the shortest span shall not be less than 50% of the longest span.2. Roof loads shall not be adjusted for roof slope.3. The loads are based on Strength and Serviceability Design per EN 1990. 4. Dead load shall not be less than 20% of the total combined unfactored load: G/max(G + Q + c0,S·S; G + S + c0,Q·Q) ≥ 0.20.5. Dead load shall not exceed 80% of the total load: G/[G + max(Q, S)] ≤ 0.80.6. Includes 0.9 kN concentrated load check.7. Net final deflection (unet,fin) limited to L/250.8. Vibration design is not considered.9. No system factor is applied.10. Maximum unbraced length for compression edge shall be 600mm.11. Bearing of the support material or wall plate has NOT been verified.

addItIonaL notES:1. The 45mm nominal design properties are based on a 44.5mm actual width. 2. Roof slope shall not exceed 45.̊3. Use multiple plies for 38mm depths greater than 300mm and 45mm depths greater than 360mm.4. Multiply loads by 0.85 for 38mm, 2.0 for 89mm wide beam, 3.0 for 133mm, and 4.0 for 178mm.5. Refer to page 23 for connection details and limits on side-loaded beams.6. For conditions not shown, use LP design software or contact your LP distributor.

to uSE:1. Top value in each cell represents the Total load (kN/m). Bottom values represent the required bearing length in mm (end/intermediate). If no value is stated below the Total load, the required minimum bearing lengths are 45mm end and 89mm intermediate.2. Calculate the Total load [G + max(Q, S)] in kN/m (neglect the beam or header self weight), where G = Dead Load, Q = Imposed Roof Load , S = Snow Load, c0,S = 0.5, and c0,Q = 0.7.3. Select the appropriate clear span. For roof joists, the horizontal span shall be multiplied by the appropriate factor from the Roof Slope Adjustment Factors table below.4. Scan down the column to find the grade and dimension that meets or exceeds the actual total load.5. Review the bearing length required and check if adequately provided. 6. Ensure loading ratio in Design Assumptions footnotes 4 and 5 is satisfied.

MaxIMuM totaL unIforM Load (kn/m) Service class 2 - Short-term Load

Grade Width (mm)

Depth (mm)

Clear Span (m)1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0

LSL-Q Lite (1.35E) or

orLVL-Q Lite

(1.3E x-lam)

45

22510.85 6.26 3.90 2.32 1.48 0.98 0.68 0.48 0.34 0.25 0.18 - - - - - - -

24011.81 7.06 4.56 2.80 1.79 1.20 0.83 0.59 0.43 0.31 0.23 0.17 - - - - - -

30015.84 10.68 6.90 4.82 3.42 2.33 1.64 1.19 0.88 0.66 0.50 0.38 0.29 0.23 0.17 - - -

45/120

36019.99 13.70 9.68 6.76 4.98 3.82 2.80 2.05 1.54 1.17 0.91 0.71 0.56 0.44 0.35 0.28 0.22 0.17

70/180 60/150 45/120

40022.02 15.67 11.53 8.20 6.06 4.65 3.67 2.80 2.11 1.62 1.26 0.99 0.79 0.63 0.51 0.41 0.33 0.26

80/200 70/180 60/160 45/100

LSL-Q (1.55E) 45

22514.87 8.19 4.46 2.66 1.69 1.13 0.78 0.55 0.40 0.29 0.21 0.15 - - - - - -

24016.64 9.61 5.35 3.20 2.05 1.37 0.95 0.68 0.49 0.36 0.27 0.20 0.15 - - - - -

45/100

30023.55 14.32 9.40 6.02 3.91 2.66 1.88 1.36 1.01 0.76 0.58 0.45 0.34 0.27 0.21 0.16 - -

70/180 45/120

36026.29 19.18 12.90 9.15 6.53 4.50 3.21 2.35 1.76 1.35 1.04 0.82 0.64 0.51 0.41 0.33 0.26 0.20

80/200 70/190 50/140 45/110

40026.28 20.23 15.27 10.93 8.19 6.05 4.35 3.21 2.42 1.86 1.45 1.14 0.91 0.73 0.59 0.48 0.39 0.31

80/200 80/200 70/190 60/150 45/120 45/100

LSL-G (1.75E) 45

22515.80 9.06 5.05 3.01 1.92 1.28 0.89 0.63 0.46 0.34 0.25 0.18 - - - - - -

24017.56 10.21 6.05 3.63 2.32 1.56 1.09 0.78 0.57 0.42 0.31 0.23 0.17 - - - - -

45/110

30024.87 15.14 9.95 6.82 4.43 3.02 2.13 1.55 1.15 0.87 0.67 0.51 0.40 0.31 0.24 0.19 - -

70/190 45/130 45/100

36026.28 20.19 13.55 9.69 7.20 5.10 3.64 2.67 2.01 1.54 1.19 0.94 0.74 0.59 0.47 0.38 0.30 0.24

80/200 80/200 60/160 45/120 45/100

40026.28 20.23 16.10 11.58 8.68 6.70 4.93 3.64 2.75 2.11 1.65 1.31 1.04 0.84 0.68 0.55 0.45 0.37

80/200 80/200 80/200 60/160 45/130 45/110

LVL-S (2.0E) 45

22511.45 8.08 6.24 3.79 2.37 1.57 1.09 0.77 0.56 0.42 0.31 0.24 0.18 - - - - -

24012.46 8.74 6.73 4.61 2.89 1.92 1.33 0.95 0.70 0.52 0.39 0.30 0.23 0.17 - - - -

30016.53 11.48 8.76 7.08 5.70 3.81 2.65 1.91 1.42 1.07 0.82 0.64 0.50 0.40 0.32 0.25 0.20 0.16

50/140 45/120 45/110 45/100 45/100

36020.89 14.35 10.87 8.74 7.28 6.25 4.64 3.36 2.50 1.90 1.48 1.16 0.92 0.74 0.60 0.49 0.40 0.32

70/200 60/170 60/150 50/140 50/140 45/130 45/120 45/100

40021.34 16.36 12.35 9.89 8.23 7.03 6.14 4.63 3.46 2.64 2.05 1.62 1.30 1.05 0.85 0.70 0.57 0.47

80/200 80/200 70/180 60/170 60/160 60/160 60/150 50/130 45/120 45/100

roof SLoPE adJuStMEnt factorSSlope 5˚ 10˚ 15˚ 20˚ 25˚ 30˚ 35˚ 40˙ 45˚Factor 1.004 1.015 1.035 1.064 1.103 1.155 1.221 1.305 1.414

chEck footnotES 4 and 5: G/max(G + Q + c0,S·S; G + S + cO,Q·Q) = 1.0/max(1.0 + 0.3 + 0.5·0.6; 1.0 + 0.6 + 0.7·0.3) = 0.55 > 0.20 okG/[G + max(Q, S)] = 1.0/[1.0 + max(0.3, 0.60)] = 0.62 < 0.80 ok

12

fire and Sound

floor Performance

Intermediate floor construction assembly details

225mm depth (minimum) LP I-Joist 600mm c/c

IntErMEdIatE fLoor aSSEMBLy30 min fIrE rESIStancE

f30a

22mm chipboard deck

External Wall 60 min fIrE rESIStancE

Party Wall 60 min fIrE rESIStancE



1-ply 29mm (minimum) LP SolidStart LSL Rim Board

(use 2-ply 29mm for 60 min FR)


Ref: IFC Report PAR/9720/03

England & Wales Regulations(Rw ≥ 40dB)

Ref: SRL Report C/21609/R01

IntErMEdIatE fLoor JunctIonSWIth MaSonry

IntErMEdIatE fLoor JunctIonSWIth tIMBEr fraME

Build-in using proprietary

air-tight detail or

Seat on masonry hangers

100mm mineral wool 10kg/m3 (minimum) (Optional for England & Wales)

Scotland Regulations(Rw ≥ 43dB)

Ref: SBS Technical Handbook

Resilient bars at 400mm c/c (Optional for England & Wales)12.5mm Gyproc FireLine plasterboard

(or equivalent)

f60c f60d f30b f60e

Design of floor members is often

controlled by floor performance

(deflection or vibration) rather

than by strength. Perception

of vibration is very subjective,

varying significantly with

each individual's experience

and expectation. In addition

to complying with Eurocode 5

requirements, floor performance

can be greatly improved by

incorporating the methods on

the opposite page during design

and construction.

13

fire and Sound

floor Performance

Separating floor construction assembly details

Floating floor - Option 1

SEParatIng fLoor aSSEMBLy60 min fIrE rESIStancE

rEcoMMEndatIonS for IMProVEd fLoor SyStEM PErforMancE

1. Multiple span joist Instead of two single spans, use one multiple span joist to reduce deflection.

2. Deeper joist Significantly improve the performance by using a deeper joist than required.

3. Wider flange joist Reduces out-of-plane vibration of the bottom flange plus improves performance and feel of floor decking.

4. Reduced joist spacing Proportionally increase the floor stiffness by reducing required floor spacing.

5. Glued and fixed decking Increases floor stiffness due to composite action of joist and decking.

6. Thicker floor deck Improves composite action while reducing deflection and engages more joist.

7. Directly applied ceiling Improves floor feel as ceiling directly attached to joist reduces vibration.

8. Strutting or blocking Helps the floor act as a unit and increases the stiffness perpendicular to the joist direction.

9. Stiffer support beams Reduces compound deflection of the floor system when supported by stiffer beam.

15mm OSB subdeck


12.5mm + 19mm plasterboard plank or 2 x 15mm plasterboard

Joint in outer plasterboard

Joint in inner plasterboard



(use 2-ply 29mm for 60 min FR)

2-ply 29mm (minimum) LP SolidStart LSL Rim BoardRef: IFC Report PAR/9720/03

Airborne ImpactEngland & Wales Regulations: DnTw + Ctr ≥ 45dB LnTw ≤ 62dBScotland Regulations: DnTw ≥ 48dB LnTw ≤ 65dB

notE: Acoustic performance of the details below will need to be verified by pre-completion site testing

SEParatIng fLoor JunctIonS WIth tIMBEr fraME

100mm mineral fibre quilt

Fixings must not penetrate joist

Resilient bars at 400mm c/c

18mm chipboard19mm plasterboard plank70mm dynamic batten at 600mm c/c25mm quilt between battens



28mm Cellecta Screedboard

40mm Screedflo screed24mm Screedflo dBoard10mm dBfoam

225mm depth (minimum) LP I-Joist 600mm c/c

f60a

f30c f60b

14

notES:1. The use of LP SolidStart LVL and LSL Rim Board shall be limited to Service Class 1 & 2 per EN 1995-1-1.2. The maximum vertical concentrated load is based on a minimum column bearing length of 114mm.3. The partial factor gM defined in the National Annex to EN 1995-1-1 shall be 1.2.4. For LVL and LSL, the kmod modification factors defined in EN 1995-1-1 are applicable.5. The Vertical Load Capacity is based on the capacity of the rim board and may need to be reduced

based on the bearing capacity of the supporting wall plate or the attached floor decking.

notES:1. Additional nailing may be required for wind design by the project designer.2. The deck nailing shall be at least 150mm c/c and the nails shall be spaced

in accordance with the prescriptive requirements of the code.

InStaLLatIon

2.8 x 65mm ring nails, one at top, one at bottom of each I-Joist

Floor deck to Rim Board:Use 2.8 x 65mm ring nails at 150mm c/c with 17mm Chipboard end distance

Rim Board to wall plate: Skew-nail using 3.1 x 90mm ring nails at 150mm c/c

rIM to dEck/PLatE connEctIonrIM to JoISt connEctIon t&g trIM rEquIrEMEntS

Trim tongue or groove

LP® SolidStart® rim Board

rIM Board caPacItIES

Grade Thickness

Characteristic Vertical Load Capacity 1, 3, 4, 5

Uniform (kN/m) Concentrated2 (kN)

depth ≤ 400mm 400mm < depth ≤ 610mm depth ≤ 610mm

LSL-Q Lite (1.35E)

29mm 161 - 3132mm 199 126 34

LVL-Q Lite (1.3E x-lam)

38 to 89mm 232 149 4125 to 29mm 239 165 39

32mm 310 168 42

notE: Rim Board shall be connected to wall plate and floor deck. See Rim-to-Deck/Plate Connection detail.

Trim the tongue or groove of the floor sheathing for proper panel edge nailing into the rim board, as required by local regulations or panel manufacturer.

notE: Rim Board shall be connected to I-Joist. See Rim Joist Connection detail.

15

Product Specifications & Web Stiffeners

WEB StIffEnEr rEquIrEMEntSSeries Depth

(mm)Minimum Thickness

and MaterialMinimum Height

(mm)Maximum Height

(mm)Minimum Nail Size

(mm)Number of Nails

LPI™ 20

225 18mm OSB or 19mm Chipboard 125 140 2.85 x 65 3240 18mm OSB or 19mm Chipboard 140 155 2.85 x 65 3300 18mm OSB or 19mm Chipboard 200 215 2.85 x 65 3360 18mm OSB or 19mm Chipboard 260 275 2.85 x 65 3400 18mm OSB or 19mm Chipboard 300 315 2.85 x 65 3

LPI™ 42

225 38mm LSL, LVL or Timber 125 140 3.25 x 75 3240 38mm LSL, LVL or Timber 140 155 3.25 x 75 3300 38mm LSL, LVL or Timber 200 215 3.25 x 75 3360 38mm LSL, LVL or Timber 260 275 3.25 x 75 3400 38mm LSL, LVL or Timber 300 315 3.25 x 75 3

End support*

Intermediate or Cantilever support*

Nails to be equally spaced, staggered and

driven alternately from each face. Clinch nails

where possible.

5mm min., 25mm max. gap

5mm min., 25mm max. gap5mm min., 25mm max. gap5mm min.,

25mm max. gapConcentrated load

WEB StIffEnEr rEquIrEMEntS notES:1. Web stiffeners 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 5mm to 25mm gap. 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. Do not build up the required stiffener thickness from multiple pieces or use timber thinner than 38mm.4. Web stiffeners shall be the same width as the bearing surface, with a minimum of 89mm.5. See Web Stiffener Requirements for minimum stiffener thickness, maximum stiffener height and required nailing.

* Refer to framing plan for specific conditions.

LPI™ JoISt fLangE facE naILIng

Series Nail Size (mm)

Minimum Nail Distance (mm)Nail Spacing End Distance

LPI™ 20&

LPI™ 42

3.35 x 65 50 253.75 x 30 75 403.75 x 75 75 404.00 x 90 100 40

notES:1. Use only 3.35 with a minimum length of 65mm nails when securing

LPI™ joist to its support.

naIL orIEntatIon

Nail into edge

Nail into face

notES:1. Edge distance shall be such that it does not cause splitting.2. Multiple rows of nails shall be offset at least 13mm and staggered.3. Edge orientation refers to nails driven into the narrow edge. Face orientation refers to nails driven into the wide face (see detail to right).

LP® SolidStart® LSL & LVL naIL SPacIng rEquIrEMEntS

Nail Orientation

Nail Size (mm)

Minimum Nail Distance (mm)Nail Spacing End Distance

Edge

3.35 x 65 100 1003.75 x 30 100 1003.75 x 75 100 654.00 x 90 NA NA

Face

3.35 x 65 75 403.75 x 30 75 403.75 x 75 100 404.00 x 90 125 40

naIL SPacIng rEquIrEMEntS

16

Installation details - floors

MaSonry WaLL hangEr SuPPort

f5 f6

MaSonry WaLL PockEt SuPPort f1

Protect LPI™ Joists from moisture when in contact with masonry or concrete.

38 x 38mm perimeter

nogging skew-nailed to LPI™ Joist top flanges

Fill masonry pocket with concrete. End cap device is recommended.

Minimum 50mm joist bearing length

Parallel restraint straps at 2m c/c or less may be required

LPI™ JoISt to BLock or StEEL BEaMf3

Attach bearing plate to supporting steel beam according to building designer’s specification.

See Allowable Holes table on page 20 for allowable web holes and required distances from support

38mm knockouts at approximately 300mm c/c occur on all joists

Joists must be laterally supported at cantilever and end bearing by blocking panels, hangers or direct attachment to a rim board or rim joist

Joist cantilever not recommended for outdoor balcony construction

WarnIngunBracEd JoIStS arE unStaBLE.

SEE coMPLEtE WarnIng and SafEty BracIng InforMatIon on PagE 27.

600mm maximum

contInuouS JoISt on MaSonry WaLL MaSonry WaLL rEStraInt

f1f2

f3

f6d4

E5

a3

a7

B1

B2

a1

P6

B3

E3

c1

c4

E2

f5

Stagger connections

Top view

Bearing plate must be same width as wall or beam

Minimum 38mm LP® LSL or LVL bearing plate

Masonry wall

89mm minimum intermediate bearing required for LPI™ Joists

LPI™ Joists

Masonry cavity wall5 x 30mm galvanised mild steel straps

38 x 0.5d C16 nogging on edge

Approved thin restraint strap from Simpson™ or ITW-Cullen BP.® Install per manufacturer’s instructions.

0.5dd

38 x 0.5d C16 nogging on edge

Strap through 38mm slot in web

Solid timber packer

Masonry cavity wall

LPI™ Joists

25mm minimumMaximum nail size is 3.35 x 65mm

f2

38 x 38mm perimeter nogging skew-nailed

to LPI™ Joist top flanges

Parallel restraint straps may be required

Web stiffeners may be required

Minimum 150mm clear void to underside of I-joists for ground floors

17


rIM Board BLockIng at ExtErIor WaLL

Fasten rim board to each LPI™ Joist using one 3.35 x 65mm nail per flange

Same depth as LPI™ Joist

3.75 x 75mm nails at 150mm c/c skew-nailed from outside of building

3.35 x 65mm nails at 150mm c/c (when used for shear transfer,

nail to bearing plate with same nailing schedule for decking)

a1 a3

ExtErIor dEck attachMEnt

BLockIng at IntErIor SuPPort

Bearing wall aligned under wall above

Blocking is not required if no wall above unless LPI™ Joists end at support. Blocking may be required at interior supports by project designer

B3

coMPrESSIon BLockS Use double compression blocks as

specified. Compression blocks shall be cut 1.5mm taller than LPI™ Joist. 38 x 89min.

Bearing wall aligned under wall above

Blocking panels may be required with shear wall

Stagger 3.35 x 65mm or

3.75mm x 75mm nails to avoid

splitting

Skew-nail 3.35 x 65mm or 3.75mm x 75mm nail to plate

B2WEB StIffEnErS at IntErIor SuPPort

(When required)

Verify stiffener requirements (see Web Stiffener detail page 15)

B1

hangEr dEtaIL

Verify web stiffener requirements for hangers

Verify capacity and fastening requirements

of hangers and connectors

E2

Corrosion-resistant fasteners required for this Service Class 3 application.

L1non-Load BEarIng ParaLLEL PartItIon

I-Joist

C24 Partition support and noggings at 600mm c/c or less. For 38x90mm noggings, use two metal clips per nogging. Fill all holes with 3.75 x 30mm nails.

Non-load bearing partition. Maximum self-weight partition load = 1.0 kN/m. Fix partition to all support noggings.

Alternatively, LPI™ Joist blocking panels connected with two ZS38N or UZ-38 clips at each panel can be used.

d4

Decking

tIMBEr fraME End WaLL

LPI™ I-Joist

W29, 32, 38 or 45mm LP® Rim Board

Decking must extend beneath wall and be attached to rim board.

a7

See p.14 for maximum total vertical load transfer

W2

W2

Structural exterior sheathing

LP® Rim Board

Fasteners to be designed by code. Ensure edge distances that meet code requirements

Flashing

Use Class 3 (EN 335) treated ledger

End BEarIng at IntErIor WaLL B3c

Provide sufficient LPI™ Joist overlap to ensure blocking efficiency. Ensure sufficient bearing length and proper blocking placement if joists are butted.

LPI™ JoistLPI™ blocking (LP® Rim Board, LSL or LVL may be substituted as blocking)

Beam

PoSt LoadS

Compression blocks required under all post loads

d2

a1d dISProPortIonatE coLLaPSE

LP® LSL or LVL

a7d

Perpendicular LPI Joist

Parallel LPI Joists

18

LPI™ trIMMEr JoISt connEctIon E3

Attach backer block (one side) on double LPI™ Joist: Attach with ten 4.00 x 90mm nails, clinched when possible.

Step 1Attach filler block (tight to top flange) and double LPI™ Joist. See detail E5 below.

Step 2Connect LPI™ trimmer joist to double joist.

Attach backer block (both sides) on trimmer joist: Attach with ten 3.75 x 75mm nails, clinched when possible. Use 4.00 x 90mm nails for LPI™ 42.

Step 3Connect LPI™ Joist to trimmer joist.

Tip: Pre-install filler and backer blocks on the LPI™ Joist before build up.

With top flange hangers, backer blocks are only required for downward loads exceeding 1.10 kN (unfactored) or for uplift conditions. For filler and backer block sizes, see LPI™ Joist Filler Schedule table below.See Backer Block Position to place backer block depending on hanger type for step 1 and 2

BackEr BLock PoSItIon:

Top Flange Hanger

Face Mount Hanger

Contact

Backer block

Gap

Gap

Backer block

Contact


douBLE LPI™ JoISt connEctIon

• Connect double LPI™ Joist with filler blocks in minimum 1200mm sections at each support and at no more than 2400mm c/c.

• Provide 1200mm filler blocks centered behind each hanger and under each concentrated load.

• Cut filler blocks at least 3mm less than clear distance between flanges to avoid forcing into place.

• Attach filler blocks with two rows of 4.00 x 90mm nails or larger (nails from both sides, staggered) at 150mm c/c. Nail through the web of both joists into the filler block. Clinch nails where possible.

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

E5

Filler block

150mm c/c

Refer to LPI™ Joist Filler Schedule table at left for filler

block and web filler sizes

As Designed

LP® Rim Board closure

no rEInforcEMEnt rEquIrEdCantilever Supporting Bearing wall

No Reinforcement Required

*LP® Rim Board, LVL or LSL may be substituted for the LPI™ blocking

c1

LPI™ Blocking*

As Designed


WEB StIffEnEr rEquIrEdCantilever Supporting Bearing wall

Web Stiffeners requiredc1W

Web Stiffener

*LP® Rim Board, LVL or LSL may be substituted for the LPI™ blocking

600mm max. 600mm min.

LP® SoLIdStart® rIM Board cantILEVEr rEInforcEMEntc4

Attach reinforcement to top and bottom

flanges with 3.35 x 65mm nails at 150mm c/c

LP® Rim Board reinforcement one side, 1200mm long

minimumLP® Rim Board closure

*LP® Rim Board, LSL or LVL may be substituted for the LPI™ blocking

LPI™ Blocking*

LPI™ Blocking*

gEnEraL notES:1. Some wind or other accidental loads may require different or additional details and connections.2. Verify building code requirements for suitability of details shown.3. LPI™ Joists shall have a minimum bearing length of 45mm at end bearings, and 89mm at intermediate or cantilever bearings.4. Refer to pages 14 and 15 for Flange Nailing Schedule for LPI™ Joist, rim joist and 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. Compression block capacity shall be designed for each project.

LPI™ JoISt fILLEr SchEduLE

Series Depth Thickness1

Filler Block Backer Block

LPI™ 20 225 - 240 Min. 2 x 25mm

backer blocks or 50 to 54mm net

25mm LP® Rim Board

or OSB/3300 - 360

400

LPI™ 42 225 - 240 Min. 2 x 38mm

backer blocks or 76 to 79mm net

38mm LP® Rim Board300 - 360

400

c9 cantILEVErS not SuPPortIng BEarIng WaLLS

LP® SolidStart® Rim Board

LPI™ Joists are permitted to be cantilevered up to 1/3 the adjacent span if not supporting concentrated loads on the cantilever.

Adjacent Span

(e.g. 3.60m)

1/3 of

Adj. Span

(e.g. 1.20m)

douBLE I-JoISt cLIPS

Refer to clip manufacturer's guide for proper installation.

ITW-Cullen BP® I-Clip Simpson Strong™ Tie MJC

1. Filler blocks to be the same height as web stiffeners (page 15).

400mm

19

cantilevers


LP® SolidStart® I-Joist or Rim Board full-depth blocking

Full depth reinforcing

Web filler reinforcing

No reinforcing

totaL JoISt rEactIon caLcuLatIonLP® I-Joists can cantilever up to 150mm to support a load-bearing wall over a brick finish. Depending on the Calculated Factor Reaction (CFR), the joists may require reinforcement. If the CFR is less than the End Bearing Resistance w/o WS (page 4), then no reinforcement is required. If the CFR is greater than the End Bearing Resistance w/o WS, but less than the End Bearing Resistance with WS, then web stiffeners shall be installed at the bearing. Otherwise, one of the reinforcing details from below shall be used.

notE: Brick-ledge cantilever requires min. 89mm wide C16 wall plate.

Series Minimum Web Filler Thickness1

Characteristic Bearing Resistance (kN)

LPI™ 20 18mm 20.82

LPI™ 42 29mm 32.03

Web fillers both sides

(refer to table below for size)

150mm max.

Reinforcing shall be same depth as I -Joist

300mm min.

50mm min. from I-Joist end

Leave 3mm gap

BrIck LEdgE cantILEVEr fuLL-dEPth rEInforcIng One Side

BrIck LEdgE cantILEVEr WEB fILLEr rEInforcIng

150mm max.

19mm reinforcing - 300mm min.

25mm reinforcing - 500mm min.

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

Nail web filler with two rows of (3No.) 3.75 x 75mm or x 3.25 x 83mm or equivalent gun nails, clinched

Use construction adhesive between surfaces

For 360mm and 400mm I-Joists, web filler (both sides) and OSB or plywood reinforcing are required (see detail C7)

Nail or screw reinforcing with (3No.) 2.8 x 50mm or 2.8 x 63mm nails or 3.5 x 38mm wood screws into both flanges*

Construction adhesive is recommended between surfaces

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

*notE: Pre-drilling required when using screws

c7 c8

c7

c8

SeriesCharacteristic Bearing Resistance (kN)

18mm OSB/3 or equivalent 25mm OSB/3 or equivalent

LPI™ 20 28.02 30.42

LPI™ 42 38.40 41.63

Alternate Flat Blocking: Use 240mm LP SolidStart Rim Board or 38 x 235mm timber. Blocking shall cover wall plate and extend to end of cantilever Nail rim board to blocking and blocking to wall plate with 3.35 x 65mm nails at 150mm c/c or as required for floor panel edge nailing

150mm max.

ExaMPLE 1:225mm LPI™ 20

design Loads: floor Systems: roof Systems: Floor Imposed = 1.5 kN/m2 Roof Dead = 1.0 kN/m2 Joist Span = 4.8m Roof Span = 6.6mFloor Dead = 0.9 kN/m2 Wall = 1.2 kN/m2 Joist Cantilever = 0.125m Roof Overhang = 0.3mSnow Load = 0.7 kN/m2 Joist Spacing = 0.400m

calculated unfactored reactionsfloor Imposed = (Joist Span/2 + Joist Cantilever) * (Imposed Floor) * Joist Spacing = (4.8/2 + 0.125) * 1.5 * 0.4 = 1.52 kNfloor dead = (Joist Span/2 + Joist Cantilever) * (Floor Dead) * Joist Spacing = (4.8/2 + 0.125) * 1.8 * 0.4 = 1.82 kNWall dead = Wall * Joist Spacing = 1.2 * 0.4 = 0.48 kNSnow Load = (Roof Span/2 + Roof Overhang) * Snow Load * Joist Spacing = (6.6/2 + 0.3) * 0.7 * 0.4 = 1.01 kNroof dead = (Roof Span/2 + Roof Overhang) * Roof Dead * Joist Spacing = (6.6/2 + 0.3) *1.0 * 0.4 = 1.44 kNcalculated factored reactions (cfr)LC 1 1.35G = 1.35 * (1.82 + 0.48 + 1.44) = 5.05 kNLC 2 1.35G + 1.5Q = 1.35 * (1.82 + 0.48 + 1.44) + 1.5 * 1.52 = 7.33 kNLC 3 1.35G + 1.5Q + 1.5 (0.5)S = 1.35 * (1.82 + 0.48 + 1.44) + 1.5 * 1.52 + 1.5 * 0.5 * 1.01 = 8.09 kN

1. Web filler material can be OSB, LSL, LVL, or plywood.2. kmod for Bearing with WS is applicable to the characteristic reinforced bearing resistance.

End rEactIon caPacIty

225 LPI™ 20 Characteristic (kN)

Design1 (kN)LC 1 LC 2 LC 3

w/o Web Stiffeners 10.35 4.14 6.21 7.45w/ Web Stiffeners 11.68 5.61 7.48 8.41w/ Web Filler Reinforcing 20.82 9.99 13.32 14.99 w/ 18mm OSB/3 or equivalent Sheathing Full-Depth One-side 28.02 13.45 17.93 20.17 w/ 25mm OSB/3 or equivalent LP Rim Full-Depth One Side 30.42 14.60 19.47 21.90

1. Design reaction is based on kmod for bearing with or without web stiffener for Service Class 2, and YM = 1.25

Since one or more Load Cases have Calculated Factored Reactions greater than the corresponding Design End Reaction Capacity w/o Web Stiffeners, but less than the corresponding End Reaction Capacity with Web Stiffeners, this I-Joist only requires the installation of web stiffeners at the bearing.

Min. 89mm wide C16 or better wall plateMin. 89mm wide C16 or better wall plate

20

LP® SolidStart® I-Joist: Web hole Specifications

LP SolidStart I-Joists - allowable holes in the web

cIrcuLar hoLES

Depth Series

Maximum Distance from End Support (m) Maximum Distance from Intermediate or Cantilever Support (m)

Dimension (mm) Dimension (mm)

50 100 135 150 210 270 310 50 100 135 150 210 270 310

225LPI™ 20 0.30 0.61 0.97 - - - - 0.42 0.98 1.44 - - - -

LPI™ 42 0.51 1.18 1.73 - - - - 0.82 1.76 2.51 - - - -

240LPI™ 20 0.30 0.57 0.88 1.04 - - - 0.37 0.89 1.32 1.55 - - -

LPI™ 42 0.51 1.12 1.61 1.87 - - - 0.78 1.69 2.41 2.76 - - -

300LPI™ 20 0.30 0.49 0.72 0.83 1.47 - - 0.30 0.72 1.09 1.25 2.20 - -

LPI™ 42 0.60 0.93 1.26 1.44 2.49 - - 1.00 1.48 1.96 2.21 - - -

360LPI™ 20 0.34 0.50 0.63 0.69 1.12 1.92 - 0.38 0.68 0.89 0.98 1.66 2.88 -

LPI™ 42 0.91 1.19 1.39 1.48 1.93 3.26 - 1.44 1.83 2.12 2.25 2.90 - -

400LPI™ 20 0.49 0.64 0.75 0.80 1.00 1.42 2.00 0.52 0.79 0.99 1.08 1.45 2.12 2.99

LPI™ 42 1.16 1.40 1.57 1.65 1.98 2.43 3.41 1.74 2.10 2.36 2.48 3.00 3.64 -

Up to a 38mm diameter hole allowed anywhere in the web. Closest spacing 300mm c/c.

Closest distance (x) to centre 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 300mm centre-to-centre, whichever is larger.

Closest distance (x) to edge of rectangular hole

froM EIthEr SuPPort

End SuPPort IntErMEdIatE or cantILEVEr-End SuPPort

to uSE:1. Select the appropriate table based on hole shape (circular or rectangular).2. Select the required LPI™ series and depth.3. Determine the support condition for the nearest bearing: end support or intermediate support including cantilever-end supports.4. Select the column corresponding to the required hole size. For sizes between those listed, use the next largest value.5. The intersection of the LPI™ Series and Depth row and Hole Dimension column gives the minimum distance from the inside face of bearing to the hole.6. Check the distance to the other support, using the appropriate support condition.

dESIgn aSSuMPtIonS:1. Distances in these tables are based on uniformly loaded joists only using maximum spans shown for any tables in this guide.2. Hole location measured from the inside face of bearing of closest support to the centre of a circular hole or to the nearest edge of a rectangular hole.3. Maximum hole depth for both circular and rectangular holes is Joist Depth less 90mm, i.e. 135mm for 225mm depth, 150mm for 240mm depth, 210mm for 300mm depth, 270 for 360mm depth and 310 for 400mm depth.4. For rectangular holes, where the Maximum Hole Dimension exceeds the maximum hole depth, the dimensions refers to hole width, and the hole depth is assumed to be the maximum hole depth allowed for this depth.5. Minimum distances listed in these tables are for SC1 for residential buildings.

CUT HOLES CAREFULLY!DO NOT OVERCUT HOLES!

DO NOT CUT I-JOIST FLANGES

notES:1. CUT HOLES CAREFULLY! DO NOT OVERCUT HOLES! DO NOT CUT JOIST FLANGES!2. Holes may be placed anywhere within the depth of the joist. A minimum 6mm clear distance is required between the hole and the flanges.3. Circular holes up to 38mm diameter may be placed anywhere in the web.4. Perforated “knockouts” may be neglected when locating web holes.5. Holes larger than 38mm are not permitted in cantilevers without special engineering.6. 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 300mm c/c, whichever is greater.7. Other load conditions or hole configurations, and design to actual job conditions require further analysis using LP design software. Please contact your local LP distributor for more information.

rEctanguLar hoLES

Depth Series

Maximum Distance from End Support (m) Maximum Distance from Intermediate or Cantilever Support (m)

Hole Dimension (mm)4 Hole Dimension (mm)

50 100 135 150 210 270 310 50 100 135 150 210 270 310

225LPI™ 20 0.51 0.84 1.11 1.25 1.46 1.74 2.01 0.85 1.27 1.67 1.86 2.17 - -

LPI™ 42 1.15 1.65 2.09 2.27 - - - 1.72 2.40 - - - - -

240LPI™ 20 0.60 0.89 1.15 1.30 1.65 2.00 - 0.93 1.33 1.72 1.94 - - -

LPI™ 42 1.27 1.72 2.18 2.40 - - - 1.92 2.57 - - - - -

300LPI™ 20 0.83 1.10 1.33 1.45 2.32 - - 1.25 1.63 1.98 2.17 - - -

LPI™ 42 1.63 2.04 2.46 2.67 - - - 2.46 3.08 - - - - -

360LPI™ 20 0.32 0.57 0.78 0.87 1.36 2.44 - 0.36 0.79 1.12 1.27 2.03 - -

LPI™ 42 0.89 1.30 1.61 1.75 2.58 - - 1.40 1.99 2.44 2.66 - - -

400LPI™ 20 0.47 0.71 0.88 0.96 1.37 2.14 - 0.49 0.91 1.24 1.38 2.04 3.20 -

LPI™ 42 1.14 1.50 1.78 1.91 2.63 - - 1.70 2.26 2.69 2.90 - - -

21

ItW-cuLLEn BP®Depth (mm) Series

Masonry Hanger Backerless Hanger Top Flange Hanger Face Mount Hanger Rafter to Ridge Rafter to Plate

Single Double Single Single Double Single Double Single Single

225LPI™ 20 JHI-65-225 JHI-130-225 UH-65-220 UH-65-220 HUH-130-220 UH-65-220 FFI-130-220 VRC-195 ACE-61-100

LPI™ 42 JHI-92-225 JHI-183-225 UH-92-220 UH-92-220 HUH-183-220 UH-92-220 FFI-183-220 VRC-195 ACE-61-100





360LPI™ 20 JHI-65-350 JHI-130-350 HUH-65-350 HUH-65-350 HUH-130-350 FFI-65-350 FFI-130-350 VRC-350 ACE-61-100

LPI™ 42 JHI-92-350 JHI-183-350 HUH-92-350 HUH-92-350 HUH-183-350 FFI-92-350 FFI-183-350 VRC-350 ACE-61-100

400LPI™ 20 JHI-65-400 JHI-130-400 HUH-65-400 HUH-65-400 HUH-130-400 FFI-65-400 FFI-130-400 VRC-350 ACE-61-100

LPI™ 42 JHI-92-400 JHI-183-400 HUH-92-400 HUH-92-400 HUH-183-400 FFI-92-400 FFI-183-400 VRC-350 ACE-61-100

ItW-cuLLEn BP®Width (mm)

Depth (mm)

Masonry Hanger

Top Mount

Face Mount

45

225 JHI-46-225 UH-46-220 UH-46-220

240 JHI-46-240 UH-46-235 UH-46-235

300 JHI-46-300 UH-46-300 UH-46-300

360 JHI-46-350 HUH-46-350 FFI-46-350

400 JHI-46-400 HUH-46-400 FFI-46-400

89

225 JHI-92-225 UH-92-220 UH-92-220

240 JHI-92-240 UH-92-235 UH-92-235

300 JHI-92-300 UH-92-300 UH-92-300

360 JHI-92-350 HUH-92-350 FFI-92-350

400 JHI-92-400 HUH-92-400 FFI-92-400

133

225 JHI-138-225 HUH-138-220 FFI-138-220

240 JHI-138-240 HUH-138-235 FFI-138-235

300 JHI-138-300 HUH-138-300 FFI-138-300

360 JHI-138-350 HUH-138-350 FFI-138-350

400 JHI-138-400 HUH-138-400 FFI-138-400

connectors

MaSonry hangEr toP-Mount facE-Mount raftEr-to-rIdgE raftEr-to-PLatE

The connectors listed in the tables below are manufactured either by Simpson Strong-Tie™ or by ITW-Cullen BP® Building Products as indicated in the heading of each table. To verify connector suitability for a particular application, refer to the current Simpson Strong-Tie™ or ITW-Cullen BP® Connector catalogue.

BackErLESS

SIMPSon Strong-tIE™Width (mm)

Depth (mm)

Masonry Hanger

Top Mount

Face Mount

45

225 JHMI225/47 ITSE224/48 IUSE224/48

240 JHMI240/47 ITSE239/48 IUSE239/48

300 JHMI300/47 ITSE299/48 IUSE299/48

360 JHMI350/47 ITSE359/48 IUSE359/48

400 JHMI400/47 ITSE399/48 IUSE399/48

89

225 JHMI225/91 ITSE225/92 IUSE224/92

240 JHMI240/91 ITSE239/92 IUSE239/92

300 JHMI300/91 ITSE299/92 IUSE299/92

360 JHMI350/91 ITSE359/92 IUSE359/92

400 JHMI400/91 ITSE399/92 IUSE399/92

133

225 HJHMI225/135 WPU Special SAE620X special

240 HJHMI240/135 WPU special SAE620X special


360 HJHMI350/135 WPU special SAE620X special


SIMPSon Strong-tIE™Depth (mm) Series

Masonry Hanger Backerless Hanger Top Flange Hanger Face Mount Hanger Rafter to Ridge Rafter to Plate

Single Double Single Single Double Single Double Single Single

225LPI™ 20 JHMI225/66 HJHMI225/129 ITB224/66 ITSE224/66 WPU special IUSE224/66 MIU217/130 LSSU170/66 VPA66

LPI™ 42 JHMI225/91 HJHMI225/180 ITB225/91 ITSE224/92 WPU special IUSE224/92 HIU217/180 HU610X special VPA4


LPI™ 42 JHMI240/91 HJHMI240/180 ITB240/91 ITSE239/92 WPU special IUSE239/92 HIU217/180 LSSU410 VPA4


LPI™ 42 JHMI300/91 HJHMI300/180 ITB300/91 ITSE299/92 WPU special IUSE299/92 HIU280/180 LSSU410 VPA4

360LPI™ 20 JHMI350/66 HJHMI350/129 – ITSE359/66 WPU special IUSE359/66 MIU330/130 LSSU275/66 VPA66

LPI™ 42 JHMI350/91 HJHMI350/180 – ITSE359/92 WPU special IUSE359/92 HIU330/180 LSSU410 VPA4

400LPI™ 20 JHMI400/66 HJHMI400/129 – ITSE399/66 WPU special IUSE399/66 MIU380/130 LSSU275/66 VPA66

LPI™ 42 JHMI400/91 HJHMI400/180 – ITSE399/92 WPU special IUSE399/92 HIU380/180 LSSU410 VPA4

I-Joist connectors

LSL/LVL connectors

gEnEraL notES:1. Web fillers required for proper installation of hanger. 2. Hangers that are shorter than 60% of joist depth require additional rotation resistance (e.g. additional angle brackets) to maintain top flange.3. Refer to the current Simpson Strong-Tie™ or ITW-Cullen BP® Connector catalogue for full list of connectors, installation details, required fasteners and load carrying capacities.

22

Installation details – Beams & columns

MaSonry hangEr

notE: Protect LSL or LVL from contact with masonry as required by code

Continuous plate

Provide specified or prescriptive bearing length

WIndoW/door LIntELq2 q4

StEEL coLuMn & Wood coLuMn

Simpson CCO or equal column cap

Simpson PC 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

P4 P5BEaM connEctIon

Structurally adequate hanger

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

P3 P5

Check stiffener/ filler requirements depending on load and hanger type

Provide specified or prescriptive bearing length

BLock WaLL

notE: Protect LSL/LVL from contact with concrete as required by code

P7fLoor BEaM (Flush ceiling)

P6 WIndoW/door hEadErq1

LP® Rim Board

Simpson® WM or equal hanger

LP® SoLIdStart® LSL and LVL aLLoWaBLE hoLES

300mm

1/3 beam depth

Minimum 2 x diameter of larger hole300mm

1/3 span length

Clear span

Area aArea B Area B

1. These guidelines apply to uniformly loaded beams selected from the Uniform Load Tables or designed with LP design/specifica-tion software only. For all other applications, such as beams with concentrated loads, please contact your 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 38mm for depths up to 235mm and 50mm for depths greater than 235mm.

3. Rectangular holes are NOT allowed.4. DO NOT drill holes in cantilevers without

prior approval from the engineer.5. Other hole sizes and configurations MAY be

possible with further engineering analysis. For more information, contact your LP distributor.

6. Up to three 19mm holes may be drilled in “Area B” to accommodate wiring and/or water lines. These holes shall be at least 300mm apart. The holes shall be located in the middle third of the depth, or a minimum of 75mm from the bottom and top of the beam. For beams shallower than 235mm locate holes at mid-depth.

7. Protect plumbing holes from moisture.

L Provide specified bearing length

Simpson® GLB ITW-Cullen BP® or equal seat

Prevent the beam from rotating by using LP® SolidStart®

Rim Board or blocking

23

connection of Multiple-Ply LSL and LVL Beams

notES:1. Values are for Medium-term duration and shall be adjusted according to code.2. Nail values are based on 3.75 x 75mm nails and bolt values on M12 bolts. For other sizes

multiply listed capacities by factor from Fastener Size Factors table at right.3. Unless specifically designed, use min. 4.00 x 90mm common nails for 45mm thick plies

(refer to Fastener Size Factors table at right for adjusted connection capacity) and use min. 3.75 x 75mm common nails for 38mm thick plies. If the nails do not fully penetrate the second ply (main member), then the nails shall be driven from both faces.

4. Nail and bolt capacities for connectors into the face, are based on characteristic density listed in the permissible stress design properties table on page 8-9.

5. For nails at 200mm c/c, multiply the capacity by 1.5. For nails at 150mm c/c multiply the capacity by 2. For four rows of nails, double the two-row capacity.

6. Use a minimum of 2 rows of nails for depths up to 302mm, 3 rows of nails for depths greater than 302mm up to 457mm.

7. For detail A, or when attaching the first two plies for detail B (optional), 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.

8. When driving nails from each face, alternate every other nail in each row.9. For details C, when side-loaded, the larger side-load shall be applied to the thicker ply

(main member).10. Beams wider than 133mm (i.e. details G and H) shall be top-loaded or side-loaded from

both sides to prevent rotation. Consult a design professional for other options.

unIforM SIdE-Load caPacIty (kn/m) on EIthEr SIdE

ConnectionDetail

2 Rows of 3.75 x 75mm

Nails at 300mm c/c

3 Rows of 3.75 x 75mm

Nails at 300mm c/c

2 Rows of M12 Bolts

at 600mm c/c

2 Rows of M12 Bolts

at 300mm c/c

A (38mm) 9.30 13.95 15.87 31.74

A (45mm) 9.01 13.51 18.79 37.58

B (38mm) 6.98 10.47 11.90 23.80

B (45mm) 6.76 10.14 14.09 28.19

C 6.76 10.14 16.90 33.79

D 6.01 9.01 15.02 30.04

G N/A N/A 28.98 57.95

H Refer to Simpson Strong-Tie Catalog for SDW capacities and ITW-Cullen BP® for TrussLok capacities

dEtaIL a

notE: Simpson Strong-Tie SDW or FastenMaster® TrussLok screws driven from both sides may be substituted for bolted connections in configuration of Details A to H.

dEtaIL B dEtaIL c dEtaIL gdEtaIL d dEtaIL h

conn

EctIon aSSEM

BLIES3 x 38mm plies3 x 45mm plies

50mm

50mm 50mm 50mm 50mm 80mm

50mm 50mm 50mm 80mm

2 x 38mm plies2 x 45mm plies

2 x 45mm side members + 1 x 89mm main member

1 x 45mm side member + 1 x 89mm main member

2 x 89mm plies

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 load

80mm

Nails are permissible but NOT required. See

notes for Connection Assemblies.

80mm

600mmM12 bolts conforming to EN 14592. Use washers on both faces.

SIdE LoadEd BEaM(See Connection Assemblies for more details)

SIDE LOADS ARE NOT RECOMMENDED FOR BEAMS OVER 135mm 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

300mm c/c

Two rows for depths up to 300mm Three rows for depths up to 460mm

Minimum nail sizes:38mm plies - 3.75 x 75mm45mm plies - 4.00 x 90mm

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

W a r n I n gthe following conditions are not permitted!

do not uSE VISuaLLy daMagEd ProductS WIthout fIrSt chEckIng WIth your LocaL LP® dIStrIButor.

All notched or drilled beams must be reviewed by a design professional

DON’T notch beam at support

See allowable holes on page 22.

naIL SchEduLEDiameter

(mm)Length (mm)

Characteristic Lateral Load Capacity (kN)

Nail Size Factor

2.65 65 0.64 0.56

3.35 65 0.91 0.81

3.75 75 1.10 1.00

4.00 90 1.26 1.11

4.00 100 1.26 1.11

4.50 100 1.53 1.35

adJuStMEnt for Load duratIonPermanent 0.75

Long 0.87

Medium 1.00

Short 1.12

Instantaneous 1.37

50mm

50mm

Simpson SDW or equal may be driven

from one side.

MaxIMuM 180mm WIdE 2-, 3- or 4-PLy BEaMS

24

Installation details – roofs

LPI™ 20 One 3.35 x 65mm nail each side

LPI™ 42One 3.75 x 75mm nail each side

End BEarIng(45mm minimum bearing length)

IntErMEdIatE BEarIng(89mm minimum bearing length)

Drive nails at an angle at 40mm from end.

For slopes ≤ 18°LPI™20 One 3.35 x 65mm nail each side

LPI™ 42 One 3.75 x 75mm nail each side

For slopes between 18° and 22°Two 3.35 x 65mm nails each side

For slopes > 22°Two 3.35 x 65mm nails each side, additional strap may be required to resist sliding forces

These basic nailing details are minimum requirements. Connections at bearings to resist sliding forces require specific design.

These basic nailing details are minimum requirements. Connections at bearings to resist sliding forces require specific design.

LP® Rim Board or LPI™ 42:Nail with 3.75 x 75mm nails at 150mm c/c spacing (Skew-nail on LP® Rim Board)

LPI™ 20:Nail with 3.35 x 65mm nails at 150mm c/c

Shear transfer nailing: Use connections equivalent to sheathing nail schedule

gEnEraL notES:1. Unless otherwise noted, all details are valid to a maximum slope of 45°.2. When slope exceeds 1.4°, a beveled bearing plate or adjustable slope connector or bird's mouth cut (at low end of joist only) is required.3. Web fillers are required if the sides of the hanger or blocking do not laterally support at least 10mm of LPI™ joist top flange and at all bird's mouth cut.

BLockIng to BEarIng PLatEh2a h6

gEnEraL notE:Sheathing boards or top flange 22x97mm cross timber battens (with counter battens) will be necessary as permanent stability bracing

See Allowable Holes table on page 20 for allowable web holes and required distances from support

LPI™ rafters must be laterally supported at cantilever and end bearing by blocking panels, hangers or direct attachment to a rim board or rim joist

WarnIngunBracEd JoIStS arE unStaBLE.

SEE coMPLEtE WarnIng and SafEty BracIng InforMatIon on PagE 27.

Blocking panels or shear blocking optional for LPI™ rafter stability at intermediate supports

LP® TechShield™ Radiant Barrier Insulated Sarking may be used as an alternative to sheathing or battens

J3J4

k1J1

k2

h4

h5

h2

h1

h3

xxx

25

Installation details – roofs

Simpson LSTA24,

strap or equal

Beveled plate

LPI™ blocking6

staggered Support beam or wall

18 x 600mm OSB with 3.35 x 65mm

to 4.00 x 90mm nails each side min. 3mm gap

at top

Beveled plate

LPI™ blocking6

staggeredSupport beam or wall

Simpson LSTA24, strap (or equal) for

slopes over 30°

Structural beam

Web filler required each side

Simpson LSSU, ITW-Cullen BP® VRC

(or equal) hanger

raftEr connEctIon raftEr connEctIon WIth fIttEd oSB guSSEt

rIdgE raftEr connEctIonJ1 J2 J3

Simpson VPA, ITW-Cullen

BP® ACE (or equal) connector

may be substituted for beveled

plate

35 x 90mm cut to fit

35 x 90mm filler

3.35 x 65mm nails at 150mm c/c staggered and clinched


both sides

600mm

max.

1200mm min.

LPI™ blocking6

Web fillers required both sides of LPI™ rafter

3.35 x 65mm nails at 150mm c/c 25mm from edge

3.35 x 65mm or 3.75 x 75mm

skew-nail to plate

LPI™ blocking6

fLat SoffIt (Fascia Support)

oVErhang oVErhang


1200mm min.

Beveled plate

LPI™ blocking6

600mm

max.

h3 h4 h5

Header

Simpson LSTA24, strap (or equal)

for slopes over 30°

Web filler required each side

Simpson LSSU, ITW-Cullen BP® VRC

(or equal) hanger

hEadEr connEctIon

Beveled web stiffeners required both sides

Don’t cut beyond inside face of bearing

LPI™ blocking6

BIrd’S Mouth (Lower bearing only)J4

Bevelled plate

Simpson VPA, ITW-Cullen

BP® ACE (or equal) connector

may be substituted for beveled

plate

LPI™ blocking6

BEVELLEd PLatEh2h1

Cut to fit tight to wall plate

3.35 x 65mm nails staggered at 150mm c/c

35 x 90mm filler Ladder Gable end

Maximum overhang same as rafter spacing

(600mm max.)

outrIggEr notES:1. Minimum slope: 1.4°. Maximum slope: 45°.2. Verify capacity and fastening requirements of hangers and connectors.3. The LPI™ rafter flange may be a bird’s mouth cut only at the low end of the LPI™ Joist. Bird’s mouth cut shall not overhang the inside face of bearing plate. The LPI™ rafter shall bear fully on plate.4. Some wind or accidental loads may require different or additional details and connections. Uplift anchors may be required.5. 100mm diameter hole(s) may be cut in blocking for ventilation.6. Lateral resistance shall be provided. Other methods of restraint, such as full depth LP® SolidStart® LSL, LVL or Rim Board or metal X-bracing may be substituted for the LPI™ blocking shown.

k2roof oPEnIngHanger Connectionsk1

Filler on back sideBacker block

Web filler

Filler block Backer block

Install header plumb

600mm

max.

3.35 x 65mm nails at 150mm c/c clinched

600mm

max.

26

handling and Storage guidelines and Warnings

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 nails larger than 3.75 x 75mm

Refer to Joist End

Nailing detail for

correct sizes and locations.

• 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. LPI™ Joists shall be handled vertically and not flatwise.

• Keep products stored in wrapped and strapped bundles, stacked no more than 3000mm high. Support and separate bundles with 38x90mm (or larger) bearers spaced no more than 3000mm apart. Keep bearers in line vertically.

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

• Use forklifts and cranes carefully to avoid damaging products.• Do not use a visually damaged product. Call your local LP® 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 timber will not exceed 16%.

do

n’t

do

n’t

3000mm max.

hard, dry, level surface

use fabric slings

align bearersone above

the other

W a r n I n g SThe following conditions are not permitted!

Do not use damaged products without first checking with your local LP® distributor.

3000mm max.

1000mm

max.

xxx

27

Safety Bracing

do

n’t

notES1. All timber blocks, hangers, and struts must be completely installed and properly nailed.2. Lateral strength must be provided by a diagonally braced and blocked system comprising

a minimum of 3 adjacent joists in each bay. In long bays, install additional systems spaced not greater than 15.0m.

3. Ends of cantilevers require safety bracing on both the top and bottom flanges.

2400mm

600mm

All bracing to be 19 x 89mm min., fixed at every joist location with

two 3.35 x 65mm nails

2.4m max.

LPI™ Joists on hangers or built in

1.0mtemporary

loading zone

All longitudinal safety bracing must be attached to a section of diagonally braced and blocked LPI™ Joists

2.4m max.

38 x 125mm timber blocks or LPI™ blocking panels are required over two bays (min.)

Important! Traditional masonry hangers will not support construction loads without a minimum of 675mm of cured masonry construction above hanger level. Consult the Hanger Manufacturer for information on the correct installation and use of masonry

hangers. Alternatively, the floor can be supported by temporary works designed for the purpose. See Notes 4 and 5 above for maximum construction loads.

W a r n I n g SJoists are unstable until braced laterally!

The diagram below shows elementary rules to ensure safety during erection which shall be in addition to building safety regulations. This diagram covers

safety bracing only and applies also to timber frame construction.

Remove safety bracing as permanent decking proceeds

DON’T walk on unbraced floor joists (falling hazard).

DON’T store loads away from the supports.

DON’T install decking on unbraced floor joists.

2400 mm

600mm

4. With bracing installed as above and proper LPI™ Joist support, construction materials may be stored within 1.0m of a support (each side of interior supports) provided the load is uniformly distributed between several joists and does not exceed 255 kg per joist.

5. When all decking has been permanently attached to each properly supported LPI™ Joist, a maximum of 255 kg per joist may be placed on the system at any point.

For more information on the full line of LP® SolidStart® Engineered Wood Products or the nearest distributor, please e-mail [email protected]. Visit our web site at LPcorp.com/Eu.

LP® SolidStart® Engineered Wood Products are manufactured at various locations. Please verify availability with the LP® SolidStart® Engineered Wood Products distributor in your area before specifying these products.

Louisiana-Pacific® and LP,® SolidStart® and Build With Us® are registered trademarks and LPI™ is a trademark of Louisiana-Pacific Corporation. © 2013 Louisiana-Pacific Corporation. All rights reserved. SFI is a registered trademark of Sustainable Forestry Initiative, Inc.; PEFC and the associated logo are trademarks of Programme for the Endorsement of Forest Certification; SIMPSON STRONG-TIE is a registered trademark of Simpson Strong-Tie Company, Inc.; ITW-Cullen BP® is a registered trademark of Cullen Building Products Ltd.

Specifications (details) subject to change without notice. INTL0010 4/13 1000 OS/HMH

This literature has been reviewed and certified by

LP® SolidStart® Engineered Wood Products meet all the technical requirements of:

PEFC/29-31-102

SoftWarE for EaSy, rELIaBLE dESIgnOur design/specification software enhances your in-house design capabilities. It

offers accurate designs for a wide variety of applications with interfaces for printed

output or plotted drawings. Through our distributors, we offer component design

review services for designs using LP® SolidStart® Engineered Wood Products.

Scan code to learn more about LP® Engineered Wood Products

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