LP SolidStart Engineered Wood Products EUROCODE 5 Technical Guide for Residential Floors And Roofs Featuring: 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.
LP SolidStart Engineered Wood Products 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. BV-SFICOC-US09000262 PEFC/29-31-102 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. 2
Table of Contents 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 Designed to Outperform Traditional Timber LP SolidStart I-Joists LP SolidStart LSL LP SolidStart LVL LP SolidStart Rim Board 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. 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/mm 2 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 Laminated Veneer Lumber (LVL) is ideal for single or multiple-ply beams, lintels, trimming beams and other primary carrying applications. Manufactured from ultrasonically graded veneers and bonded with exterior grade adhesives, LP SolidStart LVL delivers greater -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. 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 s 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 capacity suitable in most multistory applications. 0679-CPD-0839 0679-CPD-0840 ETA-12/0480 0679-CPD-0844 ETA-13/0038 0679-CPD-0816 0679-CPD-0817 EUROCODE 5 3
LP SolidStart I-Joists: Design Specifications 0679-CPD-0839 0679-CPD-0840 ETA-12/0480 EUROCODE 5 Characteristic Resistances and Design Properties Series Width Joist Flexural Shear Weight Rigidity Rigidity Moment Shear Bearing Resistance (kn) (kg/m) EI GA Resistance Resistance mm END Bearing 89mm INTERMEDIATE Bearing (N.mm 2 x10 9 ) (Nx10 6 ) (kn.m) (kn) w/o WS with WS w/o WS with WS LPI 20 63 3.6 446 2.3 7.32 12.07 10.35 11.68 22.74 24.54 LPI 42 89 4.7 747 2.3 14.11 13.08 10.35 11.68 22.74 24.54 LPI 20 63 3.8 519 2.5 7.89 12.69 10.36 12.04 23.08 24.94 LPI 42 89 5.0 867 2.5 15.20 13.81 10.36 12.04 23.08 24.94 LPI 20 63 4.2 879 3.3 10.22 15.22 10.42 13.54 24.46 26.56 LPI 42 89 5.1 1463 3.3 19.70 16.80 10.42 13.54 24.46 26.56 LPI 20 63 4.5 1341 4.1 12.38 17.75 10.48 15.03 25.84 28.18 LPI 42 89 5.5 2221 4.1 23.88 19.79 10.48 15.03 25.84 28.18 LPI 20 63 4.8 1709 4.6 13.81 19.43 10.52 16.02 26.76 29.26 LPI 42 89 5.8 2819 4.6 26.63 21.79 10.52 16.02 26.76 29.26 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 (k mod, k def, g M ) 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 mm 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). Eurocode 5 Partial and Modification Factors 9.5mm LPI 20 63mm mm mm mm mm mm 9.5mm LPI 42 89mm mm mm mm mm mm g M Load Duration LPI Joist Connection Fundamental 1.25 1.30 Accidental 1.00 1.00 k def Bending Deformation Shear Deformation SC 1 SC 2 SC 1 SC 2 0.60 0.80 1.50 2.25 38mm 38mm k mod Duration of Load Moment Shear Bearing w/o WS Bearing with WS SC 1 SC 2 SC 1 SC 2 SC 1 SC 2 SC 1 SC 2 Permanent 0.60 0.60 0.40 0.30 0.50 0. 0.60 0.60 Long-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 0.80 Short-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 Rim Joist and Blocking Capacities Series Uniform Vertical Load Capacity (kn/m) LPI 20 56 LPI 42 65 LPI 20 56 LPI 42 65 LPI 20 52 LPI 42 65 LPI 20 44 LPI 42 59 LPI 20 44 LPI 42 59 NOTES: 1. LPI rim and blocking require compression blocks to support concentrated vertical s. 2. Lateral capacity for all series above is 3.3 kn/m but may be limited by the connection details used. Do not exceed the Flange Face Nailing requirements (page 15). 4
LP SolidStart I-Joists: Load Tables TO USE: 1. Calculate the and in kn/m. Floor Roof 1.35G + 1.5Q 1.35G + max(1.5q + 1.5 0,S S ; 1.5S + 1.5 0,Q Q) 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 s. 4. Ensure ing 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 FLOOR Maximum Uniform Load (kn/m) Service Class 1 - Medium-Term Load 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 LPI 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 - - - - - - LPI 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 - - - - - - LPI 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 - - - - LPI 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 - - LPI 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 * Indicates that does not control ROOF Maximum Uniform Load (kn/m) Service Class 2 - Short-Term Load 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 LPI 20 3.26 * 2.61 * 2.17 * 1.86 1.50 1.63 1.06 1. 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 - - - - LPI 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 - - LPI 20 4.12 * 3.29 * 2.74 * 2.35 * 2.05 1.97 1.82 1. 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 LPI 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 LPI 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 does not control ROOF SLOPE ADJUSTMENT FACTORS Slope 5 10 15 20 25 30 35 40 Factor 1.004 1.015 1.035 1.064 1.103 1.155 1.221 1.305 1.414 Example: Select a roof joist with a horizontal span of 4.0m and slope of and at 600mm c/c. Dead Load is 1.0 kn/m 2, Snow Load is 0.6 kn/m 2, and Imposed Roof Load is 0.3 kn/m 2. Calculate = {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 = [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 6.0m Select the mm LPI 20 with of 1.59 kn/m and 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 s shall not be adjusted for roof slope. 3. Includes 2.0 kn concentrated check for Floor, 0.9 kn for Roof. 4. For Floors, dead shall not exceed 55% of the total combined : G/(G + Q) 0.55. For Roofs, is valid only for G/max(G + Q + c O,S S; G + S + c O,Q Q) 0.80: is valid only for G/[G + max(s, Q )] 0.80. 5. For Floor and Roof, Net final deflection (u net,fin ) is limited to L/250. 6. For Floor, instantaneous deflection (u inst,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 k sys = 1.1 is applied (4 or more joists at 625mm c/c or less). 9. Spans are based on mm end and 89mm intermediate bearing length. 10. Bearing of the support material or wall plate has NOT been verified. Check FOOTNOTE 4: G/max(G + Q + c O,S S; G + S + c O,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 ok G/[G + max(s, Q )] = 1.0/[1.0 + max(0.3, 0.6)] = 0.62 0.80 ok 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 o. 5
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 s, 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 Loads Imposed Load: 1.5 kn/m 2 (medium-term) per EN 1991-1-1 Concentrated Load Check: 2.0 kn (medium-term) per EN 1991-1-1 Dead Loads (G k ): 0.9 kn/m 2 = 0.4 kn/m 2 (self-weight) + 0.5 kn/m 2 (partition ) 1.8 kn/m 2 = 0.4 kn/m 2 (self-weight) + 0.5 kn/m 2 (partition ) + 0.9 kn/m 2 (concrete screed) SINGLE SPAN CLEAR SPAN (m) Series INTERMEDIATE (UPPER) FLOOR Service Class 1 Ground FLOOR Service Class 2 G k = 0.9 kn/m 2 G k = 1.8 kn/m 2 G k = 0.9 kn/m 2 G k = 1.8 kn/m 2 Joist Centres Joist Centres Joist Centres Joist Centres 480 600 480 600 480 600 480 600 LPI 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 LPI 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 LPI 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 LPI 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 LPI 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 Single Span Application 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 MULTIPLE SPAN CLEAR SPAN (m) Series INTERMEDIATE (UPPER) FLOOR Service Class 1 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 (u net,fin ) limited to L/250. 3. instantaneous deflection (u inst,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 k sys = 1.1 is applied (4 or more joists at 625mm c/c or less). 6. Spans are based on mm end and 89mm intermediate bearing length. 7. Bearing of the support material or wall plate has NOT been verified. Ground FLOOR Service Class 2 G k = 0.9 kn/m 2 G k = 1.8 kn/m 2 G k = 0.9 kn/m 2 G k = 1.8 kn/m 2 Joist Centres Joist Centres Joist Centres Joist Centres 480 600 480 600 480 600 480 600 LPI 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 LPI 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 LPI 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 LPI 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 LPI 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 Span Multiple Span Application Span Span 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 Uniform Load (kn/m) tables, use LP design software or contact your LP distributor. 6
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 Loads Characteristic Snow Load (S k ) is short-term per EN 1991-1-3 Imposed Roof Load (q k ) is per EN 1991-1-1 0.3 to 0.6 kn/m 2 (varies with slope) short-term for Non Accessible Roof 1.5 kn/m 2 medium-term for Accessible Roof Concentrated Load Check (Q k ) is per EN 1991-1-1 Dead Loads (G k ) 0.9 kn short-term for Non Accessible Roof 2.0 kn medium-term for Accessible Roof 1.0 kn/m 2 standard tile roof with ceiling for Non Accessible Roof 2.0 kn/m 2 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. CLEAR SPAN (m) Service Class 2 LPI Series Non Accessible Roof G k = 1.0 kn/m 2 600mm Joist Centres 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 shape factor for all slopes is μ = 0.8 (snow stops are present); C e = 1.0; C t = 1.0. 4. Accidental snow s treated as accidental action are considered. 5 Net final deflection (u net,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, k sys = 1.1 (4 or more joists at 625mm c/c or less). 8. Spans are based on mm 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 Uniform Load (kn/m) table, use LP design software or contact your LP distributor. Accessible Roof G k = 2.0 kn/m 2 Roof Slope 5 o S k = 0.5 kn/m 2 S k = 0.6 kn/m 2 S k = 0.7 kn/m 2 S k = 1.0 kn/m 2 S k = 1.0 kn/m 2 Roof Slope Roof Slope Roof Slope Roof Slope Joist Centres 0 o - 15 o 16 o - 30 o 31 o - o 0 o - 15 o 16 o - 30 o 31 o - o 0 o - 15 o 16 o - 30 o 31 o - o 0 o - 15 o 16 o - 30 o 31 o - o 480 600 LPI 20 4.22 3.97 3.60 4.22 3.97 3.57 4.22 3.97 3.54 4.11 3.87 3. 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 LPI 20 4. 4.18 3.80 4. 4.18 3.76 4. 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 LPI 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. 5.07 4.84 3.97 LPI 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 LPI 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 7
LP SolidStart LSL: Design Specifications 0679-CPD-0844 ETA-13/0038 EUROCODE 5 Characteristic Resistances and Design Properties Orientation Property Symbol Units Edgewise Flatwise Axial General LSL-Q Lite (1.35E) LSL-Q (1.55E) Mean Modulus of Elasticity E 0,mean N/mm 2 9 10600 12000 Mean Shear Modulus G 0,mean N/mm 2 580 670 750 Bending (Reference depth h = mm) f m,0,k N/mm 2 25.1 34.2 36.3 Size Effect Parameter s 0.15 0.15 0.15 Shear f v,0,k N/mm 2 8.9 8.9 8.9 Compression Perp. ( parallel to wide face of strands) f c,90,k N/mm 2 8.0 8.0 8.0 Mean Modulus of Elasticity E 0,mean N/mm 2 9 10600 12000 Mean Shear Modulus G 0,mean N/mm 2 580 670 750 Bending f m,0,k N/mm 2 27.7 37.9 40.5 Shear f v,0,k N/mm 2 2.2 2.2 2.2 Compression Perp. ( perpendicular to wide face of strands) f c,90,k N/mm 2 3.8 3.8 3.8 Compression f c,0,k N/mm 2 21.6 28.5 32.1 Tension (Reference length l = 0mm) f t,0,k N/mm 2 16.7 22.5 26.9 Mean Density r mean kg/m 3 670 710 740 Characteristic Density (for connections) r k kg/m 3 430 430 430 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 k h : k h = min{(/h) s, 1.2} 4. Characteristic tension parallel to the grain strength shall be multiplied by correction factor k l : k l = min{(0/l) s/2, 1.1} 5. The k mod,and k def modification factors defined in EN 1995-1-1 for LVL are applicable. 6. The g M 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. LSL-G (1.75E) Section Design Properties Grades LSL-Q Lite (1.35E) LSL-Q (1.55E) LSL-G (1.75E) Width Size Weight (kg/m) Area (mm 2 x 10 3 ) Section Properties Section Modulus (mm 3 x 10 3 ) Moment of Inertia (mm 4 x 10 6 ) NOTES: 1. Bearing across the full width of the beam or header is required. 2. Bearing lengths are based on 8.0 N/mm 2 characteristic compression perpendicular to the grain resistance for LP SolidStart LSL under s for medium-term duration in SC1 or SC2. 3. Multiply the bearing length by 3.5 for C24 bearing material or 4.0 for C16 bearing material. Characteristic Capacity Moment (kn-m) Shear (kn) 6.7 10.0 375 42.2 9.41 59.34 7.2 10.7 427 51.2 10.71 63.30 8.9 13.3 667 100.0 16.74 79.12 10.7 16.0 960 172.8 24.10 94.95 11.9 17.8 1185 237.1 29.75 105.49 7.1 10.0 375 42.2 12.83 59.34 7.6 10.7 427 51.2 14.59 63.30 9.5 13.3 667 100.0 22.80 79.12 11.4 16.0 960 172.8 32.84 94.95 12.6 17.8 1185 237.1 43.03 105.49 7.4 10.0 375 42.2 13.61 59.34 7.9 10.7 427 51.2 15.49 63.30 9.9 13.3 667 100.0 24.20 79.12 11.8 16.0 960 172.8 34.85 94.95 13.2 17.8 1185 237.1 43.03 105.49 NOTES: 1. Maximum unbraced length for compression edge shall be 600mm. 2. The mm nominal design properties are based on a 44.5mm actual width. bearing length requirements Beam Width Factored Reaction (kn) 10 15 20 25 30 35 40 50 55 60 65 70 35 54 72 89 107 125 143 161 179 197 - - - 38 49 66 82 99 115 132 148 164 181 197 - - 56 70 84 98 112 127 141 155 169 183 197 89 49 56 63 70 77 84 91 98 Edgewise Orientation Flatwise Orientation 8
LP SolidStart LVL: Design Specifications 0679-CPD-0816 0679-CPD-0817 EUROCODE 5 Characteristic Resistances and Design Properties Orientation Property Symbol Units Edgewise Flatwise Axial General LVL-Q Lite (1.3E x-lam) LVL-S (2.0E) Mean Modulus of Elasticity E 0,mean N/mm 2 8960 13790 Bending (Reference depth h = mm) f m,0,k N/mm 2 24.0 42.8 Size Effect Parameter s 0.15 0.15 Shear f v,0,k N/mm 2 3.6 3.8 Compression Perp. ( parallel to wide face of strands) f c,90,k N/mm 2 6.7 6.5 Mean Modulus of Elasticity E 0,mean N/mm 2 7580 13790 Bending f m,0,k N/mm 2 23.9 42.7 Shear f v,0,k N/mm 2 1.9 2.1 Compression Perp. ( perpendicular to wide face of strands) f c,90,k N/mm 2 3.0 3.0 Compression f c,0,k N/mm 2 22.2 41.9 Tension (Reference length l = 0mm) f t,0,k N/mm 2 14.9 26.0 Mean Density r mean kg/m 3 510 650 Characteristic Density (for connections) r k kg/m 3 420 420 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 k h : k h = min{(/h) s, 1.2} 4. Characteristic tension parallel to the grain strength shall be multiplied by correction factor k l : k l = min{(0/l) s/2, 1.1} 5. The k mod,and k def modification factors defined in EN 1995-1-1 for LVL are applicable. 6. The g M 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. Section Design Properties Grade LVL-Q Lite (1.3E x-lam) LVL-S (2.0E) Width Size Weight (kg/m) Area (mm 2 x 10 3 ) NOTES: 1. Maximum unbraced length for compression edge shall be 600mm. 2. The mm nominal design properties are based on a 44.5mm actual width. Section Properties Section Modulus (mm 3 x 10 3 ) Moment of Inertia (mm 4 x 10 6 ) Maximum Section Capacity Characteristic Moment (kn-m) Characteristic Shear (kn) 5.1 10.0 375 42.2 9.00 24.00 5.4 10.7 427 51.2 10.24 25.60 6.8 13.3 667 100.0 16.00 32.00 8.2 16.0 960 172.8 23.04 38.40 9.1 17.8 1185 237.1 28. 42.67 6.5 10.0 375 42.2 16.05 25.34 6.9 10.7 427 51.2 18.26 27.03 8.7 13.3 667 100.0 28.54 33.78 10.4 16.0 960 172.8 41.09 40.54 11.6 17.8 1185 237.1 50.73.04 Edgewise Orientation bearing length requirements Beam Width Factored Reaction (kn) 10 15 20 25 30 35 40 50 55 60 65 70 35 66 88 110 132 154 176 198 - - - - - 38 61 81 101 121 142 162 182 - - - - - 52 69 87 104 121 138 156 173 190 - - - 89 52 61 69 78 87 95 104 112 121 NOTES: 1. Bearing across the full width of the beam or header is required. 2. Bearing lengths are based on 6.5 N/mm 2 characteristic compression perpendicular to the grain resistance for LP LVL under s for medium-term duration in SC1 or SC2. 3. Multiply the bearing length by 2.9 for C24 bearing material and 3.3 for C16 material. Flatwise Orientation 9
LP SolidStart LSL & LVL: Load Tables Intermediate Floors TO USE: 1. Top value in each cell represents the (kn/m). Bottom values represent the required bearing length in mm (end/intermediate). If no value is stated below the, the required minimum bearing lengths are mm end and 89mm intermediate. 2. Calculate the (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. 4. Review the bearing length required and check if adequately provided. 5. Ensure ing ratio in Design Assumptions footnote 3 is satisfied. Maximum Uniform Load (kn/m) Service Class 1 - Medium Term Load Grade Width 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 14.38 8.40 4.86 2.74 1. 0.82 - - - - - - LSL-Q Lite (1.35E) or LVL-Q-Lite (1.3E x-lam) 15.65 9.46 5.91 3.34 1.77 1.01 0.60 - - - - - 21.00 14.24 9.26 6.47 3.53 2.03 1.23 0.77 - - - - /120 /100 26.49 18.15 12.83 9.07 6.16 3.58 2.19 1.40 0.91 0.61 - - 70/180 60/150 /120 /90 29.18 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 /130 /100 19.59 9.39 5.12 3.06 1.70 0.95 0.55 - - - - - 22.05 11.17 6.14 3.68 2.08 1.17 0.69 - - - - - /100 LSL-Q (1.55E) 31.21 18.97 11.28 6.91 4.15 2.38 1.44 0.89 0.56 - - - 70/180 /120 34.83 25.42 17.09 11.35 7.26 4.21 2.57 1.63 1.05 0.69 - - 80/200 70/190 50/140 /110 34.82 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 /120 /100 20.93 10.62 5.80 3.46 1.93 1.09 0.64 - - - - - 23.28 12.63 6.94 4.17 2.37 1.34 0.79 - - - - - /110 LSL-G (1.75E) 32.96 20.06 12.76 7.82 4.72 2.71 1.64 1.02 0.65 - - - 70/190 /130 /100 34.83 26.75 17.95 12.84 8.24 4.78 2.92 1.86 1.21 0.80 - - 80/200 80/200 60/160 /120 /100 34.82 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 /130 /110 15.17 10.71 7.50 4.24 2.26 1.29 0.76 - - - - - 16.51 11.58 8.92 5.16 2.75 1.58 0.94 0.58 - - - - LVL-S (2.0E) 21.90 15.21 11.60 9.37 5.46 3.16 1.93 1.22 0.79 0.52 - - 50/140 /120 /110 /100 /100 27.68 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 /130 /120 /100 28.28 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 /120 /100 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/m 2, Floor Dead Load is 0.4 kn/m 2 plus Partition Load of 0.5 kn/m 2. Select 2-ply x mm LSL-Q with a of 2.28 kn/m per ply Check footnote 3: G/(G + Q) = (0.4 + 0.5)/(0.4 + 0.5 + 1.5) = 0.375 0.20 0.375 0.60 ok 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 s are based on Strength and Serviceability Design per EN 1990. 3. Dead shall not be less than 20% nor exceed 60% the total combined : 0.20 G/(G + Q) 0.60. 4. Includes 2.0 kn concentrated check. 5. Net final deflection (u net,fin ) limited to L/250. 6. instantaneous deflection (u inst,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 mm nominal design properties are based on a 44.5mm actual width. 2. Use multiple plies for 38mm depths greater than mm and mm depths greater than mm. 3. Multiply s 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-ed beams. 5. For conditions not shown, use LP design software or contact your LP distributor. 10
LP SolidStart LSL & LVL: Load Tables Roofs TO USE: 1. Top value in each cell represents the (kn/m). Bottom values represent the required bearing length in mm (end/intermediate). If no value is stated below the, the required minimum bearing lengths are mm end and 89mm intermediate. 2. Calculate the [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, 0,S = 0.5, and 0,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. 5. Review the bearing length required and check if adequately provided. 6. Ensure ing ratio in Design Assumptions footnotes 4 and 5 is satisfied. Maximum uniform Load (kn/m) Service Class 2 - Short-Term Load Grade Width 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 10.85 6.26 3.90 2.32 1.48 0.98 0.68 0.48 0.34 0.25 0.18 - - - - - - - LSL-Q Lite (1.35E) or or LVL-Q Lite (1.3E x-lam) 11.81 7.06 4.56 2.80 1.79 1.20 0.83 0.59 0.43 0.31 0.23 0.17 - - - - - - 15.84 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 - - - /120 19.99 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 /120 22.02 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 /100 14.87 8.19 4.46 2.66 1.69 1.13 0.78 0.55 0.40 0.29 0.21 0.15 - - - - - - 16.64 9.61 5.35 3.20 2.05 1.37 0.95 0.68 0.49 0.36 0.27 0.20 0.15 - - - - - /100 23.55 14.32 9.40 6.02 3.91 2.66 1.88 1.36 1.01 0.76 0.58 0. 0.34 0.27 0.21 0.16 - - 70/180 /120 26.29 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 /110 26.28 20.23 15.27 10.93 8.19 6.05 4.35 3.21 2.42 1.86 1. 1.14 0.91 0.73 0.59 0.48 0.39 0.31 80/200 80/200 70/190 60/150 /120 /100 15.80 9.06 5.05 3.01 1.92 1.28 0.89 0.63 0.46 0.34 0.25 0.18 - - - - - - LSL-Q (1.55E) 17.56 10.21 6.05 3.63 2.32 1.56 1.09 0.78 0.57 0.42 0.31 0.23 0.17 - - - - - /110 24.87 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 /130 /100 26.28 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 /120 /100 26.28 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. 0.37 80/200 80/200 80/200 60/160 /130 /110 11. 8.08 6.24 3.79 2.37 1.57 1.09 0.77 0.56 0.42 0.31 0.24 0.18 - - - - - LSL-G (1.75E) 12.46 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 - - - - LVL-S (2.0E) 16.53 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 /120 /110 /100 /100 20.89 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 /130 /120 /100 21.34 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 /120 /100 Roof Slope Adjustment Factors Slope 5 10 15 20 25 30 35 40 Factor 1.004 1.015 1.035 1.064 1.103 1.155 1.221 1.305 1.414 Example: Select a roof joist with a horizontal span of 4.0m and a slope of and at 600mm c/c. Dead Load is 1.0 kn/m 2, Snow Load is 0.6 kn/m 2, and Imposed Roof Load is 0.3 kn/m 2. Calculate [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 x mm LVL-S with a of 1.07 kn/m Check footnotes 4 and 5: G/max(G + Q + c 0,s S; G + S + c O,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 ok G/[G + max(q, S)] = 1.0/[1.0 + max(0.3, 0.60)] = 0.62 < 0.80 ok 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 s shall not be adjusted for roof slope. 3. The s are based on Strength and Serviceability Design per EN 1990. 4. Dead shall not be less than 20% of the total combined : G/max(G + Q + 0,S S; G + S + 0,Q Q) 0.20. 5. Dead shall not exceed 80% of the total : G/[G + max(q, S)] 0.80. 6. Includes 0.9 kn concentrated check. 7. Net final deflection (u net,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 mm nominal design properties are based on a 44.5mm actual width. 2. Roof slope shall not exceed. 3. Use multiple plies for 38mm depths greater than mm and mm depths greater than mm. 4. Multiply s 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-ed beams. 6. For conditions not shown, use LP design software or contact your LP distributor. 11
Fire and Sound Intermediate Floor Construction Assembly Details F30a INTERMEDIATE FLOOR ASSEMBLY 30 min FIRE RESISTANCE England & Wales Regulations (R w 40dB) Ref: SRL Report C/21609/R01 Scotland Regulations (R w 43dB) Ref: SBS Technical Handbook 22mm chipboard deck mm depth (minimum) LP I-Joist 600mm c/c 100mm mineral wool 10kg/m 3 (minimum) (Optional for England & Wales) 12.5mm Gyproc FireLine plasterboard (or equivalent) Resilient bars at mm c/c (Optional for England & Wales) F60c INTERMEDIATE FLOOR junctions F60d F30b INTERMEDIATE FLOOR junctions F60e with masonry with timber frame External Wall 60 min FIRE RESISTANCE Party Wall 60 min FIRE RESISTANCE External Wall 30 min FIRE RESISTANCE Party Wall 60 min FIRE RESISTANCE Build-in using proprietary air-tight detail or Seat on masonry hangers 1-ply 29mm (minimum) LP SolidStart LSL Rim Board (use 2-ply 29mm for 60 min FR) Ref: IFC Report PAR/9720/03 2-ply 29mm (minimum) LP SolidStart LSL Rim Board Floor Performance 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. 12
Fire and Sound Separating Floor Construction Assembly Details F60a SEPARATING FLOOR ASSEMBLY 60 min FIRE RESISTANCE 15mm OSB subdeck mm depth (minimum) LP I-Joist 600mm c/c Floating floor - Option 1 Floating floor - Option 2 Floating floor - Option 3 18mm chipboard 19mm plasterboard plank 70mm dynamic batten at 600mm c/c 25mm quilt between battens 28mm Cellecta Screedboard 100mm mineral fibre quilt 40mm Screedflo screed 24mm Screedflo dboard 10mm dbfoam Resilient bars at mm c/c 12.5mm + 19mm plasterboard plank or 2 x 15mm plasterboard Airborne Impact England & Wales Regulations: D ntw + Ctr db L ntw 62dB Scotland Regulations: D ntw 48dB L ntw 65dB Note: Acoustic performance of the details below will need to be verified by pre-completion site testing F30c separating floor junctions with timber frame F60b External Wall 30 min FIRE RESISTANCE Party Wall 60 min FIRE RESISTANCE Joint in outer plasterboard Joint in inner plasterboard 1-ply 29mm (minimum) LP SolidStart LSL Rim Board (use 2-ply 29mm for 60 min FR) Fixings must not penetrate joist Ref: IFC Report PAR/9720/03 2-ply 29mm (minimum) LP SolidStart LSL Rim Board Floor Performance 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. 13
LP SolidStart Rim Board RIM BOARD CAPACITIES Characteristic Vertical Load Capacity 1, 3, 4, 5 Grade Uniform (kn/m) Thickness depth mm 29mm 32mm 38 to 89mm 25 to 29mm 32mm LSL-Q Lite (1.35E) LVL-Q Lite (1.3E x-lam) 161 199 232 239 310 Concentrated2 (kn) mm < depth 610mm 126 149 165 168 depth 610mm 31 34 41 39 42 NOTES: 1. 2. 3. 4. 5. The use of LP SolidStart LVL and LSL Rim Board shall be limited to Service Class 1 & 2 per EN 1995-1-1. The maximum vertical concentrated is based on a minimum column bearing length of 114mm. The partial factor gm defined in the National Annex to EN 1995-1-1 shall be 1.2. For LVL and LSL, the kmod modification factors defined in EN 1995-1-1 are applicable. 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. installation Rim to Joist Connection RIM to DECK/PLATE CONNECTION T&G TRIM REQUIREMENTS Trim tongue or groove 2.8 x 65mm ring nails, one at top, one at bottom of each I-Joist NOTE: Rim Board shall be connected to wall plate and floor deck. See Rim-to-Deck/Plate Connection detail. NOTEs: 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 NOTE: Rim Board shall be connected to I-Joist. See Rim Joist Connection detail. 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. 14 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.
Product Specifications & Web Stiffeners NAIL SPACING REQUIREMENTS LPI JOIST FLANGE FACE NAILING Series Nail Size Minimum Nail Distance Nail Spacing End Distance LPI 20 & LPI 42 3.35 x 65 50 25 3.75 x 30 75 40 3.75 x 75 75 40 4.00 x 90 100 40 NOTES: 1. Use only 3.35 with a minimum length of 65mm nails when securing LPI joist to its support. LP SolidStart LSL & LVL nail SPACING REQUIREMENTS Nail Orientation Edge Face Nail Size Minimum Nail Distance Nail Spacing End Distance 3.35 x 65 100 100 3.75 x 30 100 100 3.75 x 75 100 65 4.00 x 90 NA NA 3.35 x 65 75 40 3.75 x 30 75 40 3.75 x 75 100 40 4.00 x 90 125 40 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). NAIL orientation Nail into edge Nail into face WEB STIFFENER REQUIREMENTS Series LPI 20 LPI 42 Minimum Thickness and Material Minimum Height Maximum Height Minimum Nail Size Number of Nails 18mm OSB or 19mm Chipboard 125 140 2.85 x 65 3 18mm OSB or 19mm Chipboard 140 155 2.85 x 65 3 18mm OSB or 19mm Chipboard 200 215 2.85 x 65 3 18mm OSB or 19mm Chipboard 260 275 2.85 x 65 3 18mm OSB or 19mm Chipboard 315 2.85 x 65 3 38mm LSL, LVL or Timber 125 140 3.25 x 75 3 38mm LSL, LVL or Timber 140 155 3.25 x 75 3 38mm LSL, LVL or Timber 200 215 3.25 x 75 3 38mm LSL, LVL or Timber 260 275 3.25 x 75 3 38mm LSL, LVL or Timber 315 3.25 x 75 3 5mm min., 25mm max. gap End support* Concentrated * Refer to framing plan for specific conditions. WEB STIFFENER REQUIREMENTS 5mm min., 25mm max. gap 5mm min., 25mm max. gap Intermediate or Cantilever support* 5mm min., 25mm max. gap Nails to be equally spaced, staggered and driven alternately from each face. Clinch nails where possible. 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 s, 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. 15
Installation Details - Floors F1 F2 WARNING Unbraced joists are unstable. See complete warning and safety bracing information on page 27. F3 D4 F6 E5 F5 A3 E3 E2 A7 B3 C4 See Allowable Holes table on page 20 for allowable web holes and required distances from support B1 B2 A1 P6 C1 600mm maximum Joist cantilever not recommended for outdoor balcony construction 38mm knockouts at approximately mm 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 F1 Fill masonry pocket with concrete. End cap device is recommended. Masonry Wall Pocket Support 38 x 38mm perimeter nogging skew-nailed to LPI Joist top flanges F2 Masonry Wall Hanger Support 38 x 38mm perimeter nogging skew-nailed to LPI Joist top flanges F3 LPI Joist to Block or Steel Beam Bearing plate must be same width as wall or beam Minimum 38mm LP LSL or LVL bearing plate Stagger connections Minimum 50mm joist bearing length Protect LPI Joists from moisture when in contact with masonry or concrete. Parallel restraint straps at 2m c/c or less may be required Minimum 150mm clear void to underside of I-joists for ground floors Web stiffeners may be required Parallel restraint straps may be required Top view Attach bearing plate to supporting steel beam according to building designer s specification. F5 Continuous Joist on Masonry Wall F6 5 x 30mm galvanised mild steel straps Masonry cavity wall Masonry Wall Restraint 38 x 0.5d C16 nogging on edge d Strap through 38mm slot in web 0.5d Solid timber packer Masonry wall 89mm minimum intermediate bearing required for LPI Joists LPI Joists 38 x 0.5d C16 nogging on edge LPI Joists Masonry cavity wall 25mm minimum Maximum nail size is 3.35 x 65mm Approved thin restraint strap from Simpson or ITW-Cullen BP. Install per manufacturer s instructions. 16
Installation Details - Floors A1 Rim Board A3 Blocking at Exterior Wall A7 Timber Frame End Wall Fasten rim board to each LPI Joist using one 3.35 x 65mm nail per flange Same depth as LPI Joist 3.35 x 65mm nails at 150mm c/c (when used for shear transfer, nail to bearing plate with same nailing schedule for decking) See p.14 for maximum total vertical transfer 29, 32, 38 or mm LP Rim Board W LPI I-Joist W 2 W 2 3.75 x 75mm nails at 150mm c/c skew-nailed from outside of building Decking must extend beneath wall and be attached to rim board. A1d Disproportionate collapse A7d LP LSL or LVL B1 Web Stiffeners at Interior Support (When Required) B2 Blocking panels may be required with shear wall compression Blocks Use double compression blocks as specified. Compression blocks shall be cut 1.5mm taller than LPI Joist. 38 x 89min. Perpendicular LPI Joist Parallel LPI Joists Verify stiffener requirements (see Web Stiffener detail page 15) Bearing wall aligned under wall above 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 B3 Blocking at Interior Support B3c End Bearing at Interior Wall D2 Post Loads Blocking is not required if no wall above unless LPI Joists end at support. Blocking may be required at interior supports by project designer LPI blocking (LP Rim Board, LSL or LVL may be substituted as blocking) LPI Joist Bearing wall aligned under wall above Beam Provide sufficient LPI Joist overlap to ensure blocking efficiency. Ensure sufficient bearing length and proper blocking placement if joists are butted. Compression blocks required under all post s D4 Non-Load Bearing Parallel Partition L1 Exterior Deck Attachment E2 Hanger Detail 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. Decking Flashing Structural exterior sheathing LP Rim Board Verify capacity and fastening requirements of hangers and connectors Non- bearing partition. Maximum self-weight partition = 1.0 kn/m. I-Joist 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. Use Class 3 (EN 335) treated ledger Fasteners to be designed by code. Ensure edge distances that meet code requirements Corrosion-resistant fasteners required for this Service Class 3 application. Verify web stiffener requirements for hangers 17
Installation Details - Floors E3 LPI Trimmer Joist Connection Backer Block Position: With top flange hangers, backer blocks are only required for downward s exceeding 1.10 kn () 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 Step 1 Attach filler block (tight to top flange) and double LPI Joist. See detail E5 below. Step 2 Connect LPI trimmer joist to double joist. Step 3 Connect LPI Joist to trimmer joist. Top Flange Hanger Contact Backer block Gap Face Mount Hanger Gap Backer block Attach backer block (one side) on double LPI Joist: Attach with ten 4.00 x 90mm nails, clinched when possible. 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. Tip: Pre-install filler and backer blocks on the LPI Joist before build up. Contact LPI joist FILLER SCHEDULE Series Thickness 1 Filler Block Backer Block - Min. 2 x 25mm 25mm LPI 20 - backer blocks or 50 to 54mm net LP Rim Board or OSB/3 LPI 42 - Min. 2 x 38mm - backer blocks or 38mm 76 to 79mm net LP Rim Board 1. Filler blocks to be the same height as web stiffeners (page 15). E5 Double LPI joist Connection Connect double LPI Joist with filler blocks in minimum 1200mm sections at each support and at no more than 2mm c/c. Provide 1200mm filler blocks centered behind each hanger and under each concentrated. 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. 150mm c/c Filler block Refer to LPI Joist Filler Schedule table at left for filler block and web filler sizes C9 Cantilevers Not Supporting Bearing Walls LPI Joists are permitted to be cantilevered up to 1/3 the adjacent span if not supporting concentrated s on the cantilever. ITW-Cullen BP I-Clip Double I-joist Clips Simpson Strong Tie MJC mm LP SolidStart Rim Board 1/3 of Adj. Span (e.g. 1.20m) Adjacent Span (e.g. 3.60m) Refer to clip manufacturer's guide for proper installation. C1 LP Rim Board closure No Reinforcement Required Cantilever Supporting Bearing wall No Reinforcement Required LPI Blocking* C1W LP Rim Board closure Web Stiffener Required Cantilever Supporting Bearing wall Web Stiffeners required Web Stiffener LPI Blocking* C4 LP SolidStart Rim Board Cantilever Reinforcement LP Rim Board closure LP Rim Board reinforcement one side, 1200mm long minimum LPI Blocking* As Designed *LP Rim Board, LVL or LSL may be substituted for the LPI blocking As Designed *LP Rim Board, LVL or LSL may be substituted for the LPI blocking 600mm max. 600mm min. *LP Rim Board, LSL or LVL may be substituted for the LPI blocking Attach reinforcement to top and bottom flanges with 3.35 x 65mm nails at 150mm c/c General Notes: 1. Some wind or other accidental s 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 mm 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. 18
Cantilevers Joist Reaction Calculation LP I-Joists can cantilever up to 150mm to support a -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. C7 Web filler reinforcing No reinforcing 150mm max. C8 Full depth reinforcing LP Rim Board closure LP SolidStart I-Joist or Rim Board full-depth blocking Alternate Flat Blocking: Use mm 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 C7 Brick Ledge Cantilever Web Filler Reinforcing mm min. Web fillers both sides (refer to table below for size) C8 Brick Ledge Cantilever Full- Reinforcing One Side For mm and mm 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 19mm reinforcing - mm min. 25mm reinforcing - 500mm min. Nail web filler with two rows of (3No.) 3.75 x 75mm or x 3.25 x 83mm or equivalent gun nails, clinched Leave 3mm gap Use construction adhesive between surfaces Min. 89mm wide C16 or better wall plate Blocking panels are required at the bearing, but are not shown for clarity 150mm max. Reinforcing shall be same depth as I -Joist Min. 89mm wide C16 or better wall plate *NOTE: Pre-drilling required when using screws 150mm max. 50mm min. from I-Joist end Series Minimum Web Filler Thickness 1 Characteristic Bearing Resistance (kn) LPI 20 18mm 20.82 LPI 42 29mm 32.03 1. Web filler material can be OSB, LSL, LVL, or plywood. 2. k mod for Bearing with WS is applicable to the characteristic reinforced bearing resistance. Characteristic Bearing Resistance (kn) Series 18mm OSB/3 or equivalent 25mm OSB/3 or equivalent LPI 20 28.02 30.42 LPI 42 38.40 41.63 EXAMPLE 1: mm LPI 20 Design Loads: Floor Systems: roof Systems: Floor Imposed = 1.5 kn/m 2 Roof Dead = 1.0 kn/m 2 Joist Span = 4.8m Roof Span = 6.6m Floor Dead = 0.9 kn/m 2 Wall = 1.2 kn/m 2 Joist Cantilever = 0.125m Roof Overhang = 0.3m Snow Load = 0.7 kn/m 2 Joist Spacing = 0.m Calculated Un Reactions Floor Imposed = (Joist Span/2 + Joist Cantilever) * (Imposed Floor) * Joist Spacing = (4.8/2 + 0.125) * 1.5 * 0.4 = 1.52 kn Floor Dead = (Joist Span/2 + Joist Cantilever) * (Floor Dead) * Joist Spacing = (4.8/2 + 0.125) * 1.8 * 0.4 = 1.82 kn Wall Dead = Wall * Joist Spacing = 1.2 * 0.4 = 0.48 kn Snow Load = (Roof Span/2 + Roof Overhang) * Snow Load * Joist Spacing = (6.6/2 + 0.3) * 0.7 * 0.4 = 1.01 kn Roof Dead = (Roof Span/2 + Roof Overhang) * Roof Dead * Joist Spacing = (6.6/2 + 0.3) *1.0 * 0.4 = 1.44 kn Calculated Factored Reactions (CFR) LC 1 1.35G = 1.35 * (1.82 + 0.48 + 1.44) = 5.05 kn LC 2 1.35G + 1.5Q = 1.35 * (1.82 + 0.48 + 1.44) + 1.5 * 1.52 = 7.33 kn LC 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 END REACTION CAPACITY LPI 20 Characteristic (kn) Design 1 (kn) LC 1 LC 2 LC 3 w/o Web Stiffeners 10.35 4.14 6.21 7. w/ Web Stiffeners 11.68 5.61 7.48 8.41 w/ Web Filler Reinforcing 20.82 9.99 13.32 14.99 w/ 18mm OSB/3 or equivalent Sheathing Full- One-side 28.02 13. 17.93 20.17 w/ 25mm OSB/3 or equivalent LP Rim Full- One Side 30.42 14.60 19.47 21.90 1. Design reaction is based on k mod for bearing with or without web stiffener for Service Class 2, and Y M = 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. 19
LP SolidStart I-Joist: Web Hole Specifications LP SolidStart I-Joists - Allowable Holes in the web Up to a 38mm diameter hole allowed anywhere in the web. Closest spacing mm c/c. Uncut length of web between adjacent holes shall be at least twice the length of the larger hole dimension or mm centre-to-centre, whichever is larger. END SUPPORT intermediate OR CANTILEVER-END SUPPORT Closest distance (x) to centre of circular hole FROM EITHER SUPPORT CUT HOLES CAREFULLY! DO NOT OVERCUT HOLES! DO NOT CUT I-JOIST FLANGES Closest distance (x) to edge of rectangular hole FROM EITHER 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 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. Circular Holes Maximum Distance from End Support (m) Maximum Distance from Intermediate or Cantilever Support (m) Series Dimension Dimension 50 100 135 150 210 270 310 50 100 135 150 210 270 310 LPI 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 - - - - LPI 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 - - - LPI 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 - - - LPI 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 - - LPI 20 0.49 0.64 0.75 0.80 1.00 1.42 2.00 0.52 0.79 0.99 1.08 1. 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 - rectangular Holes Series Maximum Distance from End Support (m) Hole Dimension 4 DESIGN ASSUMPTIONS: 1. Distances in these tables are based on uniformly ed 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 less 90mm, i.e. 135mm for mm depth, 150mm for mm depth, 210mm for mm depth, 270 for mm depth and 310 for mm 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. Maximum Distance from Intermediate or Cantilever Support (m) Hole Dimension 50 100 135 150 210 270 310 50 100 135 150 210 270 310 LPI 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 - - - - - LPI 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 - - - - - LPI 20 0.83 1.10 1.33 1. 2.32 - - 1.25 1.63 1.98 2.17 - - - LPI 42 1.63 2.04 2.46 2.67 - - - 2.46 3.08 - - - - - LPI 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 - - - LPI 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 - - - 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 mm c/c, whichever is greater. 7. Other 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. 20
Connectors Masonry hanger TOP-MOUNT BACKERLESS 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. I-Joist Connectors SIMPSON STRONG-TIE 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 LPI 20 JHMI/66 HJHMI/129 ITB224/66 ITSE224/66 WPU special IUSE224/66 MIU217/130 LSSU170/66 VPA66 LPI 42 JHMI/91 HJHMI/180 ITB/91 ITSE224/92 WPU special IUSE224/92 HIU217/180 HU610X special VPA4 LPI 20 JHMI/66 HJHMI/129 ITB/66 ITSE239/66 WPU special IUSE239/66 MIU217/130 LSSU170/66 VPA66 LPI 42 JHMI/91 HJHMI/180 ITB/91 ITSE239/92 WPU special IUSE239/92 HIU217/180 LSSU410 VPA4 LPI 20 JHMI/66 HJHMI/129 ITB/66 ITSE299/66 WPU special IUSE299/66 MIU280/130 LSSU275/66 VPA66 LPI 42 JHMI/91 HJHMI/180 ITB/91 ITSE299/92 WPU special IUSE299/92 HIU280/180 LSSU410 VPA4 LPI 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 LPI 20 JHMI/66 HJHMI/129 ITSE399/66 WPU special IUSE399/66 MIU380/130 LSSU275/66 VPA66 LPI 42 JHMI/91 HJHMI/180 ITSE399/92 WPU special IUSE399/92 HIU380/180 LSSU410 VPA4 ITW-CUllen BP 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 LPI 20 JHI-65- JHI-130- UH-65-220 UH-65-220 HUH-130-220 UH-65-220 FFI-130-220 VRC-195 ACE-61-100 LPI 42 JHI-92- JHI-183- UH-92-220 UH-92-220 HUH-183-220 UH-92-220 FFI-183-220 VRC-195 ACE-61-100 LPI 20 JHI-65- JHI-130- UH-65-235 UH-65-235 HUH-130-235 UH-65-235 FFI-130-235 VRC-195 ACE-61-100 LPI 42 JHI-92- JHI-183- UH-92-235 UH-92-235 HUH-183-235 UH-92-235 FFI-183-235 VRC-195 ACE-61-100 LPI 20 JHI-65- JHI-130- UH-65- UH-65- HUH-130- UH-65- FFI-130- VRC-195 ACE-61-100 LPI 42 JHI-92- JHI-183- UH-92- UH-92- HUH-183- UH-92- FFI-183- VRC-195 ACE-61-100 LPI 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 LPI 20 JHI-65- JHI-130- HUH-65- HUH-65- HUH-130- FFI-65- FFI-130- VRC-350 ACE-61-100 LPI 42 JHI-92- JHI-183- HUH-92- HUH-92- HUH-183- FFI-92- FFI-183- VRC-350 ACE-61-100 LSL/LVL Connectors SIMPSON STRONG-TIE Width 89 133 Masonry Hanger Top Mount Face Mount JHMI/47 ITSE224/48 IUSE224/48 JHMI/47 ITSE239/48 IUSE239/48 JHMI/47 ITSE299/48 IUSE299/48 JHMI350/47 ITSE359/48 IUSE359/48 JHMI/47 ITSE399/48 IUSE399/48 JHMI/91 ITSE/92 IUSE224/92 JHMI/91 ITSE239/92 IUSE239/92 JHMI/91 ITSE299/92 IUSE299/92 JHMI350/91 ITSE359/92 IUSE359/92 JHMI/91 ITSE399/92 IUSE399/92 HJHMI/135 WPU Special SAE620X special HJHMI/135 WPU special SAE620X special HJHMI/135 WPU Special SAE620X special HJHMI350/135 WPU special SAE620X special HJHMI/135 WPU Special SAE620X special ITW-CULLEN BP Width 89 133 Masonry Hanger Top Mount Face Mount JHI-46- UH-46-220 UH-46-220 JHI-46- UH-46-235 UH-46-235 JHI-46- UH-46- UH-46- JHI-46-350 HUH-46-350 FFI-46-350 JHI-46- HUH-46- FFI-46- JHI-92- UH-92-220 UH-92-220 JHI-92- UH-92-235 UH-92-235 JHI-92- UH-92- UH-92- JHI-92-350 HUH-92-350 FFI-92-350 JHI-92- HUH-92- FFI-92- JHI-138- HUH-138-220 FFI-138-220 JHI-138- HUH-138-235 FFI-138-235 JHI-138- HUH-138- FFI-138- JHI-138-350 HUH-138-350 FFI-138-350 JHI-138- HUH-138- FFI-138- 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 carrying capacities. 21
Installation Details Beams & Columns P3 Beam Connection P4 steel column & Wood Column P5 P5 Structurally adequate hanger Simpson CCO or equal column cap Framing details such as joists and sheathing shall be provided to prevent beam from twisting or rotating at support Provide specified bearing length L Simpson PC or CC or equal post or column cap Hanger shall apply equally to each ply or special design required L Provide specified bearing length P6 Floor Beam (Flush ceiling) P7 Block Wall Q1 Window/Door Header NOTE: Protect LSL/LVL from contact with concrete as required by code LP Rim Board Check stiffener/ filler requirements depending on and hanger type Prevent the beam from rotating by using LP SolidStart Rim Board or blocking Simpson GLB ITW-Cullen BP or equal seat Provide specified or prescriptive bearing length Q2 Window/Door Lintel Q4 Masonry Hanger Continuous plate Simpson WM or equal hanger Provide specified or prescriptive bearing length NOTE: Protect LSL or LVL from contact with masonry as required by code 1/3 beam depth mm LP SolidStart LSL and LVL Allowable Holes Minimum 2 x diameter of larger hole Area B Area A 1/3 span length Clear span Area B mm 1. These guidelines apply to uniformly ed beams selected from the Uniform Load Tables or designed with LP design/specification software only. For all other applications, such as beams with concentrated s, 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 mm 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. 22
Connection of Multiple-Ply LSL and LVL Beams Top Loaded Beam Nailed Connection Top Loaded Beam Bolted Connection P1 (See Connection Assemblies for more details) P2 (See Connection Assemblies for more details) Q3 Side Loaded Beam (See Connection Assemblies for more details) Minimum nail sizes: 38mm plies - 3.75 x 75mm mm plies - 4.00 x 90mm 80mm Framing is applied to top of the beam so that each ply carries an equal Nails are permissible but NOT required. See notes for Connection Assemblies. Framing is applied to sides of the beam mm c/c 80mm Two rows for depths up to mm Three rows for depths up to 460mm Framing is applied to top of the beam so that each ply carries an equal 600mm M12 bolts conforming to EN 192. Use washers on both faces. SIDE LOADS ARE NOT RECOMMENDED FOR BEAMS OVER 135mm WIDE UNLESS EQUALLY APPLIED TO BOTH FACES See Connection Assemblies for more information DETAIL A DETAIL B DETAIL C DETAIL D DETAIL G DETAIL H 50mm 50mm 50mm 50mm 50mm 50mm 50mm 50mm 2 x 38mm plies 2 x mm plies 3 x 38mm plies 3 x mm plies 1 x mm side member + 1 x 89mm main member 2 x mm side members + 1 x 89mm main member 80mm 2 x 89mm plies 80mm maximum 180mm wide 2-, 3- or 4-ply beams 50mm Simpson SDW or equal may be driven from one side. 50mm connection ASSEMBLIES 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. UNIFORM SIDE-LOAD CAPACITY (kn/m) ON EITHER SIDE Connection Detail 2 Rows of 3.75 x 75mm Nails at mm c/c 3 Rows of 3.75 x 75mm Nails at mm c/c 2 Rows of M12 Bolts at 600mm c/c 2 Rows of M12 Bolts at mm c/c A (38mm) 9.30 13.95 15.87 31.74 A (mm) 9.01 13.51 18.79 37.58 B (38mm) 6.98 10.47 11.90 23.80 B (mm) 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 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 mm 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 7mm. 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-ed, the larger side- shall be applied to the thicker ply (main member). 10. Beams wider than 133mm (i.e. details G and H) shall be top-ed or side-ed from both sides to prevent rotation. Consult a design professional for other options. NAIL SCHEDULE Diameter Length Characteristic Lateral Load Capacity (kn) WARNING 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 DURATION Permanent 0.75 Long 0.87 Medium 1.00 Short 1.12 Instantaneous 1.37 The 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 See allowable holes on page 22. DON T notch beam at support 23
Installation Details Roofs General Note: Sheathing boards or top flange 22x97mm cross timber battens (with counter battens) will be necessary as permanent stability bracing J4 K1 J3 J1 WARNING Unbraced joists are unstable. See complete warning and safety bracing information on page 27. LP TechShield Radiant Barrier Insulated Sarking may be used as an alternative to sheathing or battens H3 K2 H1 H2 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 See Allowable Holes table on page 20 for allowable web holes and required distances from support H5 H4 Blocking panels or shear blocking optional for LPI rafter stability at intermediate supports End Bearing (mm minimum bearing length) H2a Intermediate Bearing (89mm minimum bearing length) H6 Blocking to Bearing Plate LPI 20 One 3.35 x 65mm nail each side LPI 42 One 3.75 x 75mm nail each side These basic nailing details are minimum requirements. Connections at bearings to resist sliding forces require specific design. 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. 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. 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. 24
Installation Details Roofs xxx Rafter Connection Rafter Connection J1 J2 J3 with Fitted OSB Gusset Simpson LSTA24, strap or equal 18 x 600mm OSB with 3.35 x 65mm to 4.00 x 90mm nails each side min. 3mm gap at top Web filler required each side Ridge Rafter Connection Simpson LSTA24, strap (or equal) for slopes over 30 LPI blocking 6 staggered Support beam or wall Beveled plate LPI blocking 6 staggered Support beam or wall Beveled plate Structural beam Simpson LSSU, ITW-Cullen BP VRC (or equal) hanger J4 Header Header Connection Simpson LSTA24, strap (or equal) for slopes over 30 H1 Cut to fit tight to wall plate Bird s Mouth (Lower bearing only) Don t cut beyond inside face of bearing LPI blocking 6 H2 LPI blocking 6 bevelled Plate Bevelled plate Web filler required each side Simpson LSSU, ITW-Cullen BP VRC (or equal) hanger 600mm max. Beveled web stiffeners required both sides Simpson VPA, ITW-Cullen BP ACE (or equal) connector may be substituted for beveled plate H3 Flat Soffit Overhang H4 (Fascia Support) H5 LPI blocking 6 LPI blocking 6 3.35 x 65mm nails at 150mm c/c clinched Simpson VPA, ITW-Cullen BP ACE (or equal) connector may be substituted for beveled plate 3.35 x 65mm nails at 150mm c/c staggered and clinched 1200mm min. 35 x 90mm cut to fit both sides 3.35 x 65mm nails at 150mm c/c 25mm from edge LPI blocking 6 Overhang 1200mm min. 35 x 90mm cut to fit Beveled plate 35 x 90mm cut to fit 600mm max. 35 x 90mm filler 600mm max. Web fillers required both sides of LPI rafter 600mm max. 3.35 x 65mm or 3.75 x 75mm skew-nail to plate K1 Backer block roof opening Hanger Connections Web filler Filler on back side Install header plumb K2 3.35 x 65mm nails staggered at 150mm c/c Outrigger Maximum overhang same as rafter spacing (600mm max.) Notes: 1. Minimum slope: 1.4. Maximum slope:. 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 s 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. Filler block Backer block 35 x 90mm filler Ladder Gable end 25
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. Un 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 0mm high. Support and separate bundles with 38x90mm (or larger) bearers spaced no more than 0mm 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%. Use fabric slings Align bearers one above the other 0mm max. Hard, dry, level surface 1000mm max. 0mm max. DON T put holes too close to supports. DON T cut flange for pipes. WARNINGS The following conditions are NOT permitted! Do not use damaged products without first checking with your local LP distributor. Refer to hole chart for correct location. DON T overcut hole and damage flange. DON T use nails larger than 3.75 x 75mm Refer to Joist End Nailing detail for correct sizes and locations. DON T make hole with hammer unless knock-out is provided. DON T hammer on flange and damage joist. DON T cut beyond inside edge of bearing. DON T cut or notch flange. DON T support I-Joist on web. DON T drill flange. DON T DON T 26
1.0m temporary ing zone Safety Bracing xxx Notes 1. 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. 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 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. Remove safety bracing as permanent decking proceeds Important! Traditional masonry hangers will not support construction s 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 s. 2.4m max. All longitudinal safety bracing must be attached to a section of diagonally braced and blocked LPI Joists LPI Joists on hangers or built in 2.4m max. All bracing to be 19 x 89mm min., fixed at every joist location with two 3.35 x 65mm nails 600 mm 2mm 38 x 125mm timber blocks or LPI blocking panels are required over two bays (min.) WARNINGS Joists 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. DON T walk on unbraced floor joists (falling hazard). DON T store s away from the supports. DON T install decking on unbraced floor joists. 600 mm 2 mm DON T 27
Software for Easy, Reliable Design Our 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. PEFC/29-31-102 LP SolidStart Engineered Wood Products meet all the technical requirements of: EUROCODE 5 Scan code to learn more about LP Engineered Wood Products Proudly Distributed By: 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. For more information on the full line of LP SolidStart Engineered Wood Products or the nearest distributor, please e-mail intlsales@lpcorp.com. Visit our web site at LPCorp.com/EU. This literature has been reviewed and certified by 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