MAX-CORE I-JOIST DESIGN MANUAL-US

Transcription

1 MAX-CORE I-JOIST DESIGN MANUAL-US

2 FRAMED BY QUALITY BUILT WITH SUCCESS OUR COMPANY At International Beams Inc. we take pride in providing our customers with premium quality products and services. Our full range of engineered wood products (EWP) are manufactured to provide consistent, high performance floor and roof systems. Our technical staff consists of highly trained technical experts available to assist with any design or construction question and to provide full support for our design/layout software. OUR WARRANTY We warrant our products to be free of manufacturer defects in material and workmanship and capable of supporting loads as specified in our product literature for the life of the structure. In the unlikely event you receive a product that has a manufacturer defect, please contact us to have the problem remedied promptly and courteously. OUR GUARANTEE International Beams Inc. manufactures and tests its products to very high quality control standards. We are confident that our products will provide our customers with consistent high performance when handled and installed in accordance with our Installation Guide. We guarantee that our products are capable of supporting loads as specified in our product literature for the life of the structure. 2 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

3 ENVIRONMENTAL CHOICE In choosing wood as a construction material, you are choosing a building material that is made from renewable resources. Due to sustained forest practices, the volume of wood in our forests has actually increased by 35% over the last 25 years. IB MAX-CORE I-Joists are made from two wood products. The flanges are made from small dimension lumber that is sawn from small trees and the tops of larger trees. The web is a special grade of oriented strand board that is made from under-utilized wood species. Both components assist in achieving total utilization of each tree harvested. When considering total environmental impact including extraction of raw materials, energy required during manufacturing, emissions from manufacturing operations, and energy efficiency of buildings, IB's group of engineered wood products are among the most environmentally friendly building products available. See the IB website, for the latest information on meeting green building standards using IB products. * Construction details reprinted with permission from the APA The Engineered Wood Association. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

4 ENGINEERED WOOD PRODUCTS Engineered wood products, and specifically I-joists offer advantages over conventional lumber products that result in savings for the builder and long-term performance benefits for the homeowner. I-joists are installed using traditional framing tools and fasteners. With long lengths, I-joists are used in multiple span applications, thus reducing cutting, overlapping and material waste at the job site. Also, since I-joists span longer distances than traditional framing lumber, the joist spacing can be wider, resulting in fewer pieces to handle and install. The wide flanges used in all IB MAX-CORE I-Joist series provide a larger gluing and nailing surface for floor and roof sheathing. These lightweight joists will not twist, warp, or shrink and are more uniform in their dimensions than solid lumber. Our joists are available in depths from 9 ½ to 16 inches and lengths up to 52 feet for Residential consideration and depths from 18 to 24 inches for Commercial. IB MAX-CORE I-Joists are recognized as an innovative solution to the building industry s floor and roof framing needs. FLOOR PERFORMANCE Our broad range of IB MAX-CORE I-Joists provide the builder with flexibility in joist selection, spacing, and construction detail. Although all values contained in this brochure meet or exceed code requirements, long-term floor performance (comfort) should be considered in all construction projects. The following suggestions will increase the floor stiffness and reduce floor vibration: Using floor deflection of L/480 instead of the code minimum of L/360 Gluing and nailing the subfloor to the joists Attaching gypsum board to the bottom of the floor Decreasing the joist spacing by one increment based on allowable span Using full depth I-joist blocking panels at mid span between floor joists Using deeper joists Using a thicker sub-floor, i.e. ¾" or 7/8" Attaching strapping at 16" o.c. 4 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

5 DESIGN SERVICES Design and related services include, but are not limited to: Beam sizing Component framing layouts Coordination with architects and builders On-site review Pricing Shipping These services are generally provided by your local IB distributor. There are also local lumber yards, stocking dealers, and design professionals who are familiar with our IB products and may be able to provide some of these design services. If you need help with your design project, please contact IB at or contact your local distributor which may be indicated on the back cover of this literature. ENGINEERING RESPONSIBILITY POSITION STATEMENT IB manufactures and distributes proprietary engineered wood products (EWP). We have full-time professional engineers on staff. Our engineers are active in the development, manufacture, and marketing of IB products. Our engineering services are limited to supporting the engineered wood components that we manufacture and distribute (IB MAX-CORE I-Joist, IB MAX-CORE LVL, and IB MAX-CORE Rimboard). We review and seal component calculations produced on our software, and provide advice on proper installation. The design professional of record (Engineer or Architect) is responsible for design of the overall structure, global lateral stability, and interaction of various components of the structure. The limited scope of engineering services provided by IB does not replace the need on any project for a design professional of record. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

6 PRODUCT DETAILS IB MAX-CORE I-JOIST PRODUCT LINE DIAGRAM RESIDENTIAL LINE (IB400, IB600, IB800 AND IB900 THRU 16 ) AND COMMERCIAL LINE (IB800 AND IB ) 2 ½" 2 ½" IB600 IB400 2 ½" 2 ½" IB800 IB900 3 ½ " 3 ½ " 3 ½ " 3 ½ " 3 ½ " 3 ½ " 3 ½ " 3 ½ " 3 ½ " 3 ½ " 3 ½ " 3 /8" 3 /8" 3 /8" 3 /8" 3 /8" 3 /8" 3 /8" 3 /8" 3 /8" 7 /16" 7 /16" 7 /16" 7 /16" 7 /16" 7 /16" 9 ½" 11 7 /8" 14" 16" 11 7 /8" 16" 14" 18" 20" 11 7 /8" 14 " 16" 18" 20" 24" 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " 1 ½ " FLOOR FRAMING & CONSTRUCTION DETAILS Some framing requirements such as erection bracing and blocking panels have been omitted for clarity 1D Glulam or multiple Structural Composite Lumber (SCL) headers 1E 1G 1Ga Holes may be cut in web for plumbing, wiring and duct work. NOTE: Never cut or notch flanges Glulam or multiple SCL headers 1B 1C Use code approved hangers 1J 1A 1N 1F 1H 1J 1K 1M 6 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 9.

7 FLOOR FRAMING & CONSTRUCTION DETAILS (Continued) All nails shown in the details are common nails or approved equivalent unless otherwise noted. Larger diameter nails in the narrow face of flanges should be used with caution (read installation note 15b on page 9). 8d box nail is inch diameter by 2 ½ inches long. 8d common nail is inch diameter by 2 ½ inches long. 10d box nail is inch diameter by 3 inches long. 10d common nail is inch diameter by 3 inches long. Individual components not shown to scale for clarity. 1A 1B For 1 1 /8" OSB rimboard 18" to 24" deep, maximum uniform vertical load =3200 plf Attach I-joist to top plate per 1B 8d nails@ 6" o.c. (when used for lateral shear transfer, nail to bearing plate with same nailing as required for decking) One-8d face nail at each side at bearing One-8d nail at top and bottom flange Attached rimboard to top plate using 8d box 6" o.c. To avoid splitting flange, start nails at least 1 ½" from end of I-joist. Nails may be driven at an angle to avoid splitting of bearing plate. Attach I-joist per 1B 1C Attach rim joist to top plate per 1A Rim joist vertical load transfer Attach rim joist to floor joist with one nail at top and bottom. Nail must provide 1 inch minimum penetration into floor joist. Toenails may be used Minimum 1 ¾" bearing required 1E 1F 1G 1D Rim joist blocking panel per 1A Squash block Provide lateral bracing per 1A, 1B, or 1C For single I-joist, see detail 1A for capacities. For double I-joists the table capacities may be doubled. Filler block is not required with this detail Joist attachment per detail IB 1 /16" for lumber squash blocks Load bearing wall above shall align vertically with the wall below. Other conditions such as offset walls are not covered by this detail Blocking required over all interior supports under load-bearing walls or when floor joists are not continuous over support. In high seismic areas blocking is required at all intermediate supports Transfer load from above to bearing below. Install squash blocks per 1-d. Match bearing are of blocks below to post above 1Ga Wall sheathing as required Method 1: One-8d nail toenailed at each side of top and bottom flange at each end of I-joist blocking CAUTION: Effective toenailing may be difficult to achieve due to limited access of pneumatic nailers. The builder shall evaluate installation for potential of nail squeak Provide backer for siding attachment unless nailable sheathing is used Rimboard may be used in lieu of I-joists. Backer is not required when rimboard is used. I-joist blocking at mid-span (or at other locations between supports) may be used to reduce vibration Two possible methods of attachment are shown. Other fastening methods are possible. Method 2: Minimum two-10d nails face nailed thru OSB web of I-joist blocking into 2x6 vertical block and clinched (preferred) or nailed thru 2x6 and clinched on back face of OSB web of I-joist blocking. In addition, nail thru OSB web of full-length joist into 2x6 with minimum two-10d nails. Repeat at opposite end of I-joist blocking 8d nails at 6" o.c. Blocking panel see details 1A and 1B NOTES: 1. I-joists do not always need blocking (bridging) between supports. I-joist blocking must be installed only where specified by the building designer. 2. Use of construction adhesive is recommended at wood-to-wood contact areas. 3. It shall be permitted to offset (stagger) I-joist blocking up to the flange width. Nailing thru the joist flange into the ends of the I-joist blocking is not permitted. * Refer to notes on page 9. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

8 FLOOR FRAMING & CONSTRUCTION DETAILS (Continued) 1H Backer block (use if hanger load exceeds 250 lbs. unfactored load for top-mounted hanger.) Before installing a backer block to a double I-joist, drive three additional 10d nails through the webs and filler block where the backer block will fit. Clinch. Install backer tight to top flange. Use twelve-10d nails, clinched when possible. Backer blocks (Blocks must be long enough to permit required nailing without splitting) Flange Width Material Thickness Required* Minimum Depth** 2 ½" 1" 5 ½" 3 ½" 1 ½" 7 ¼" Top- or face-mounted hanger Double I-joist header Note: Unless hanger sides laterally support the top flange, bearing stiffeners shall be used * Minimum grade for backer block material shall be Utility grade SPF (south) or better for solid sawn lumber and Rated Sheathing grade for wood structural panels ** For face-mount hangers use net joist depth minus 3 ¼" Filler block Backer block required (both sides for face-mounted hangers) For hanger capacity see hanger manufacturer's recommendations. Verify double I-joist capacity to support concentrated loads 1J Glulam or multiple structural composite lumber (SCL) beams 1K 2x plate flush with inside face of wall or beam For nailing schedules for multiple SCL beams see the manufacturer's recommendations Top- or face-mounted hanger installed per manufacturer's recommendations NOTE: Unless hanger sides laterally support the top flange, bearing stiffeners shall be used Top-mounted hanger installed per manufacturer's recommendations NOTE: Unless hanger sides laterally support the top flange, bearing stiffeners shall be used 1M Install framing anchor per manufacturer's recommendations (both sides of stringer) Multiple I-joist header with full depth filler block shown. Glulam and multiple SCL headers may also be used. Verify double I-joist capacity to support concentrated loads. 1N Do not bevel-cut joist beyond inside face of wall Attach I-joist per detail 1B Filler block Maximum factored support = 1280 lbs Backer block attach per 1H. Nail with twelve-10d nails, clinch when possible NOTE: Blocking required at bearing for lateral support, not shown for clarity 8 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 9.

9 FLOOR INSTALLATION NOTES 1. Before laying out floor system components, verify that IB MAX-CORE I-Joist flange widths match hanger widths. If not, contact your supplier. 2. Except for cutting to length, never cut, drill, or notch IB MAX-CORE I-Joist flanges. 3. Install IB MAX-CORE I-Joists so that top and bottom flanges have true vertical alignment. 4. IB MAX-CORE I-Joists must be anchored securely to supports before floor sheathing is attached, and supports for multiple-span joists must be level. 5. Minimum bearing lengths: 1 ½ inches for end bearings and 3 ½ inches for intermediate bearings. 6. When using hangers, seat IB MAX-CORE I-Joists firmly in hanger bottoms to minimize settlement. 7. Leave a 1 / 16 inch gap between the IB MAX-CORE I-Joist end and a header. 8. Concentrated loads greater than those that can normally be expected in residential construction should only be applied to the top surface of the top flange. Normal concentrated loads include track lighting fixtures, audio equipment and security cameras. Never suspend unusual or heavy loads from the IB MAX-CORE I-Joist's bottom flange. Whenever possible, suspend all concentrated loads from the top of the I-joist. Or, attach the load to blocking that has been securely fastened to the I-joist webs. 9. Never install IB MAX-CORE I-Joists where they will be permanently exposed to weather, or where they will remain in direct contact with concrete or masonry. 11. For IB MAX-CORE I-Joists installed over and beneath bearing walls, use full depth blocking panels, rimboard, or squash blocks (cripple members) to transfer gravity loads through the floor system to the wall or foundation below. 12. Due to shrinkage, common framing lumber set on edge may never be used as blocking or rimboards. IB MAX- CORE I-Joist blocking panels or other engineered wood products such as rimboard must be cut to fit between the I-joists, and an I-joist compatible depth selected. 13. Provide permanent lateral support of the bottom flange of all IB MAX-CORE I-Joists at interior supports of multiple-span joists. Similarly, support the bottom flange of all cantilevered I-joists at the end support next to the cantilever extension. In the completed structure, the gypsum wallboard ceiling provides this lateral support. Until the final finished ceiling is applied, temporary bracing or struts must be used. 14. If square-edge panels are used, edges must be supported between IB MAX-CORE I-Joists with 2 x 4 blocking. Glue panels to blocking to minimize squeaks. Blocking is not required under structural finish flooring, such as wood strip flooring, or if a separate underlayment layer is installed. 15. Nail spacing: a. Space nails installed to the flange s top face in accordance with the applicable building code requirements or approved building plans. b. If nails must be installed into the sides of flanges, spacing shall not be closer than 3 inches o.c. for 8d common nails, and 4 inches o.c. for 10d common nails. 10. Restrain ends of floor joists to prevent rollover. Use rimboard (or equivalent rim joists) or IB MAX-CORE I-Joist blocking panels. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

10 ROOF FRAMING & CONSTRUCTION DETAILS Blocking panels not shown for clarity APA rated OSB sheathing or equal 2A 2D 2G Nail according to APA recommendations Temporary construction bracing 2B 2C 2I 2H 2J 2K 10 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 13.

11 ROOF FRAMING & CONSTRUCTION DETAILS (Continued) All nails shown in the details are common nails or approved equivalent unless otherwise noted. Larger diameter nails in the narrow face of flanges should be used with caution (read installation note 15b on page 9). 8d box nail is inch diameter by 2 ½ inches long. 8d common nail is inch diameter by 2 ½ inches long. 10d box nail is inch diameter by 3 inches long. 10d common nail is inch diameter by 3 inches long. Individual components not shown to scale for clarity. 2A UPPER END, BEARING ON WALL 8d 6" o.c.- minimum three-8d nails per blocking panel (when used for lateral shear transfer, match nail type and sheathing edge nailing boundary nailing for engineered diaphragm applications) Use minimum 8d nails Bearing stiffener required when end reaction exceeds the joist end reaction capacity Beveled plate for slopes greater than ¼:12. Code-recognized connectors may be substituted. For slopes greater than 4: 12 connectors are required to resist lateral thrust 2C I-JOIST TO RIDGE BEAM CONNECTION Adjustable slope hanger with an appropriate uplift capacity Blocking panel, x-bridging, or 23 /32" sheathing 48/24 as continuous closure Minimum attachment: For slope ¼: 12, one 10d box nail at each side of bearing. For slope > ¼: 12 design joist attachment to beveled plate to transfer lateral thrust For roof slopes between ¼:12 and 12:12, provide a strap wrapped around ridge beam Attached beveled plate to framing with one-16d at 16" o.c. 2D Blocking panel or x-bridging. Attached per Fig. 2A 2B Beveled bearing stiffener required each side I-JOIST CONNECTION WITH WOOD STRUCTURAL PANEL GUSSETS 24" PEAK CONSTRUCTION For roof slopes between ¼:12 and 12:12, provide a strap wrapped around ridge beam Ridge beam (Glulam or LVL) Adjustable slope hanger 23 /32" x 2'0" wood structural panel (front and back sides) with twelve-8d nails into each joist with nails clinched. When roof live load exceeds 40 psf unfactored, horizontal orientation of gusset strong axis is required. Gap 1 /8" at top Attach per Fig. 2A BEVELED BEARING STIFFENER REQUIRED EACH SIDE Ridge beam (Glulam or LVL) Support beam or wall Attach bevelled plate to framing with one-16d at 16" o.c. 2E RAFTER CONNECTION WITH OVERLAPPING I-JOISTS Eight-8d nails each side Blocking panel, attach per Fig. 2A 2F ROOF OPENING TOP MOUNTED HANGERS Bearing stiffeners required when hanger does NOT support I-joist top flange Top mounted hanger per manufacturer's recommendations Filler blocking (attach per Fig. 1H) Filler block eight-8d nails four each side Filler block Application limited to 4:12 pitch or less Support beam or wall Note: Additional connection may be required for wind uplift Attach bevel plate to beam or wall per Fig. 2D Attach each I-joist to beveled top plate per Fig. 2A Backer block. If top mounted hanger is fully supported by top flange, backer block only required on hanger side. If face nailing is required, then second backer block (filler block if multiple I-joist is required. Nail with ten-10d nails for flanges up to 1 ¾" wide. Use twelve-10d nails for flanges wider then 1 ¾" * Refer to notes on page 13. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

12 ROOF FRAMING & CONSTRUCTION DETAILS (Continued) 2G ROOF OPENING, FACE-MOUNTED HANGERS 2H BIRDSMOUTH CUT & BEVEL CUT BEARING STIFFENER Backer block on both sides of web (or backer block and filler block, if multiple I-joists). Nail with twelve-10d nails clinch when possible Header may be I-joist, LVL, glulam, or lumber Bearing stiffeners required when hanger does not support I-joist top flange Filler blocking (attach per Fig. 1H) Face-mount hanger per hanger manufacturer's recommendation Bearing stiffeners required each side of I-joist. Bevel cut bearing stiffener to match roof slope Six-8d nails (three each side) clinched when possible. 10d nails required for I-joists with 3 ½" flange width (IB800 and IB900). For I-joist depths up to 16", the number of nails in the web stiffeners may be reduced to four Birdsmouth cut shall bear fully and not overhang the inside face of plate Permitted on low end of I-joist only 1 /8" gap at top One-10d box nail, face nail at each side of bearing (face nail where flange is 7 / 8 " to 1" thick) LEGEND (o) designates nails from near face (+) designates nails from far face 2I BIRDSMOUTH CUT WITH OVERHANG (PERMITTED ON LOW END OF I-JOIST ONLY) Bearing stiffener required each side 1 /8" gap at top Blocking panel or x-bridging 2J Blocking panel attach per Fig. 2A BLOCKING PANEL AT BEVELED PLATE Attach I-joist to be bevelled plate per Fig. 2A Attach joist to top plate per Fig. 2H Bearing stiffener (shown on blocking panel side only) Overhang Bevelled plate Birdsmouth cut at bearing 2'-0" maximum Attach blocking per detail 2A NOTE: Additional connection may be required for wind uplift NOTE: Additional connection may be required for wind uplift. Outside corner of blocking panel may be trimmed if it interferes with roof sheathing. In such cases, position blocking panel on top plate to minimize trimming and still allow required nailing into top plate. 2L OUTRIGGER Do not notch I-joist flange 2K I-joist with Bevel-Cut End Note: Blocking or x-bridging required at bearing for lateral support, not shown for clarity. Additional connection may be required for wind uplift Do not bevel-cut joist beyond inside face of wall Attach per detail 2A Notch 2x outrigger around I-joist Maximum overhang same as rafter spacing (not to exceed 2'-0") Block between outriggers End Wall NOTE: Additional connection may be required for wind uplift Toenail blocking to end wall for roof sheathing 5 /8". Match nail type and spacing with roof sheathing edge nailing. Use minimum 8d nails 12 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 13.

13 ROOF INSTALLATION NOTES 1. Installation of IB MAX-CORE I-Joists must be as shown in details 2A-2L. 2. Except for cutting to length, or for providing birdsmouth bearings as detailed in detail 2H, IB MAX-CORE I-Joist top or bottom flanges should NEVER be cut, drilled or notched. 3. IB MAX-CORE I-Joists are permitted to be birdsmouth cut at the lower end of the joist only. The birdsmouth cut must have full bearing and not overhang the inside face of the plate. Bearing / web stiffeners are required at the birdsmouth cut on both sides of the web. 4. When beveled bearing plates are used at IB MAX-CORE I-Joist supports, I-joist attachment to the bevel plate must be designed to transfer lateral thrust. 5. Concentrated loads should only be applied to the top surface of the top flange. At no time should concentrated loads be suspended from the bottom flange, with the exception of light loads (lighting fixtures, ceiling fans, etc.). 6. IB MAX-CORE I-Joists must be protected from the weather prior to installation. 7. IB MAX-CORE I-Joists must not be used in places where they will permanently be exposed to weather (overhangs are exceptionally vulnerable) or in areas where they will reach a moisture content greater than 16%, such as in a swimming pool or hot-tub enclosure. They must not be installed where they will be in direct contact with concrete or masonry. 8. End-bearing length must be at least 1 ½ inches. For continuous framing and roof framing with cantilevers, the immediate support and end bearing adjacent to the cantilever both must be at least 3 ½ inches. For multiple-span joists, intermediate bearing length must be at least 3 ½ inches. 9. Ends of roof joists must be restrained at the bearing to prevent rollover. Rimboard or IB MAX-CORE I-Joist blocking panels are preferred. Cantilever end blocking must be placed at the support adjacent to the cantilever, and ends of all cantilever extensions must be laterally braced by a fascia board or other similar method. 10. Rimboard, IB MAX-CORE I-Joist blocking panels, or other means of providing lateral support must be provided at all I-joist bearing points. 11. Continuous lateral support of the IB MAX-CORE I-Joist's compression flange is required to prevent rotation and buckling. In simple span roof applications lateral support of the top flange is normally supplied by roof sheathing. Bracing of the I-joist s bottom flange is also required at interior supports of multiple-span joists and at the end support next to an overhang. Lateral support of the entire bottom flange may be required in cases of load reversal such as those caused by high wind. 12. Nails installed perpendicular to the wide face of the flange must be spaced in accordance with the applicable building code requirements or approved building plans but should not be closer than 3 inches o.c. per row using 8d common nails. 13. If IB MAX-CORE I-Joists are oriented so that the knockouts provided by the manufacturer are adjacent to the top flange, they may be removed to aid ventilation. 14. The top and bottom flanges of the IB MAX-CORE I-Joist must be kept within 1 /8 inch of true alignment. The use of I-joist blocking panels or engineered wood rimboard greatly simplifies this requirement. 15. All roof details are valid up to 12:12 slope unless otherwise noted. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

14 IB MAX-CORE I-JOIST TABLES TABLE IBU-EP1 Engineering Properties of IB400, IB600, IB800 and IB900 Series Depth I-Joists (US Allowable Stress Design) (*1) IB600 IB400 IB800 IB900 2 ½" 2 ½" 2 ½" 2 ½" 3 ½" 3 ½" 3 ½" 3 ½" 3 ½" 3 ½" 3 /8" 3 /8" 3 /8" 3 /8" 9 ½" 11 7 /8" 14" 16" 1 ½ " 1 ½ " 1 ½ " 1 ½ " 3 /8" 3 /8" 3 /8" 11 7 /8" 14" 16" 1 ½ " 1 ½ " 1 ½ " 7 /16" 7 /16" 7 /16" 11 7 /8" 14" 16" 1 ½ " 1 ½ " 1 ½ " Series Joist Depth Bending Stiffness (*2) EI joist (x10 6 lbf-in 2 ) Moment (*3) M (ft-lbf) Shear (*4) V (lbf) Shear Deflection Factor (*5) K (x10 6 lbf) I-Joist Self-Weight (plf) RESIDENTIAL IB400 IB600 IB800 IB /2" /8" " " /2" /8" " " /8" 552 7,080 1, " 807 8,530 1, " 1,094 9,890 2, /8" 604 8,825 1, " ,630 2, " 1,199 12,635 2, INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 15.

15 TABLE IBU-EP2 Engineering Properties of IB800 and IB900 Series Depth I-Joists (US Allowable Stress Design) (1) IB800 IB900 COMMERCIAL Series IB800 IB900 3 ½ " 18" 20" 3 ½ " 3 /8" 3 /8" 1 ½ " 1 ½ " Joist Depth 3 ½ " 3 ½ " 7 /16" 7 /16" 18" 20" 24" 3 ½ " 7 /16" 1 ½ " 1 ½ " 1 ½ " Bending Stiffness (2) EI joist (x10 6 lbf-in 2 ) Moment (3) M (ft-lbf) Shear (4) V (lbf) Shear Deflection Factor (5) K (x10 6 lbf) I-Joist Self-Weight (plf) 18" 1,445 11,135 2, " 1,799 12,380 2, " 1,565 14,285 2, " 1,984 15,810 2, " 2,985 18,810 3, NOTES: 1. Design values were developed in accordance with NDS, "National Design Specification for Wood Construction" for standard term load duration (C D =1). All values, except EI and K, are permitted to be adjusted for other load durations as permitted by NDS. 2. Bending stiffness (EI) of the I-joist. 3. Moment capacity (M) shall not be increased by any Code-allowed system factor. 4. Shear capacity (V) of the I-joist with a minimum end bearing of 4 inches with web stiffeners. I-joists without web stiffeners and reaction-limited smaller bearings may have lower capacities. See tables IBU-ER1 and IBU-IR1 for web stiffener requirements which vary by depth and series. 5. Shear deflection factor (K), which shall be used to calculate uniform load and center-point load deflections of the I-joist in a simple span application based on equations #1 and #2 to the right. 6. For information relating to the use of IB products in Canada, refer to our Canadian literature. Equation #1 (Uniform Load) 5wL 4 wl 2 = + 384EI K Equation #2 (Center-Point Load) PL 3 = + 48EI 2PL K Where: = Calculated deflection (inches) W = Unfactored uniform load (lbf/inch) L = Design span (inches) EI = Bending stiffness of the I-joist (lbf-in. 2 ) K = Shear deflection factor P = Concentrated load (lbf) INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

16 TABLE IBU-ER1 End Reaction (ER) Capacities of IB400, IB600, IB800 and IB900 Series Depth I-Joists (US Allowable Stress Design) (1) BEARING CAPACITIES Series IB400 IB600 IB800 IB900 Joist Depth END REACTION CAPACITIES (2) (lbs) 1 1/2 Bearing 1 3/4 Bearing 3 1/2 Bearing 4 or Larger Bearing No stiffeners Stiffeners No stiffeners Stiffeners No stiffeners Stiffeners No stiffeners Stiffeners 9 1/2" 1,120 1,185 1,130 1,185 1,185 1,185 1, /"8 1,200 1,420 1,230 1,430 1,465 1,480 1, " 1,260 1,630 1,295 1,645 1,550 1,750 1, " 1,325 1,825 1,355 1,845 1,550 2,000 1, /2" 1,120 1,185 1,140 1,370 1,185 1,370 1, /8" 1,200 1,420 1,240 1,570 1,465 1,570 1, " 1,260 1,630 1,335 1,750 1,550 1,750 1, " 1,325 1,825 1,420 1,925 1,550 2,000 1, /8" 1,200 1,420 1,285 1,585 1,465 1,585 1,480 1,585 14" 1,260 1,630 1,335 1,750 1,550 1,750 1,550 1,750 16" 1,325 1,825 1,420 2,000 1,550 2,000 1,550 2,000 18" N/A N/A 1,505 2,270 1,550 2,300 1,600 2,300 20" N/A N/A 1,550 2,460 1,550 2,600 1,650 2, /8" 1,195 1,420 1,400 1,585 1,805 1,805 1,885 1,925 14" 1,260 1,630 1,400 1,750 1,805 1,960 1,885 2,125 16" 1,325 1,825 1,420 2,000 1,805 2,330 1,885 2,330 18" N/A N/A 1,505 2,270 1,675 2,510 1,885 2,510 20" N/A N/A 1,550 2,470 1,675 2,680 1,885 2,695 24" N/A N/A 1,470 2,880 1,675 2,960 1,885 3,060 TABLE IBU-IR1 Interior Reactions (IR) Capacities of IB400, IB600, IB800 and IB900 Series Depth I-Joists (US Allowable Stress Design) (1) BEARING CAPACITIES Series IB400 IB600 IB800 IB900 Joist Depth INTERIOR REACTION CAPACITIES (3) (lbs) 3 1/2 Bearing 5 1/2 Bearing No stiffeners Stiffeners No stiffeners Stiffeners 9 1/2" 2,160 2,370 2,370 2, /8" 2,500 2,795 2,810 2,960 14" 2,500 2,795 3,100 3,455 16" 2,500 2,795 3,100 3, /2" 2,160 2,740 2,370 2, /8" 2,500 3,075 2,810 3,140 14" 2,500 3,215 3,100 3,455 16" 2,500 3,350 3,100 3, /8" 2,810 3,140 2,810 3,140 14" 3,020 3,500 3,100 3,500 16" 3,100 4,000 3,100 4,000 18" 3,100 4,225 3,100 4,225 20" 3,100 4,350 3,100 4, /8" 3,355 3,355 3,355 3,355 14" 3,355 3,530 3,355 3,660 16" 3,355 3,920 3,355 4,090 18" 3,355 4,270 3,355 4,640 20" 3,355 4,600 3,355 5,000 24" 3,355 5,150 3,355 5,150 NOTES: 1. Design values were developed in accordance with NDS, "National Design Specification for Wood Construction" for standard term load duration (C D =1). End and Interior reaction capacities are permitted to be adjusted for other load durations as permitted by NDS. 2. Interpolation of the end reaction capacities between 1 3/4 inches and 3 1/2 inches is permitted. 3. Interpolation of the interior reaction capacities between 3 1/2 inches and 5 1/2 inches is permitted. 16 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

17 TABLE IBU-MF1 IB400, IB600, IB800 and IB900 Maximum Floor Spans RESIDENTIAL (40L + 10D) 40 psf Live Load (1 ¾" end bearings and 3 ½" interior bearing without bearing stiffeners) 10 psf Dead Load Allowable Stress Design (ASD) 100% Load Duration (L/480 live load, L/240 total load deflection criteria) Series IB400 IB600 IB800 IB900 I-Joist * Refer to notes on page /32 OSB SUBFLOOR GLUED AND NAILED SPACING OF IB MAX-CORE I-JOIST (o.c.) Simple Span Multiple Spans Depth 12" 16" 19.2" 24" 12" 16" 19.2" 24" 9 1/2" 18'-4" 16'-9" 15'-10" 14'-9" 19'-12" 18'-4" 16'-9" 15'-0" 11 7/8" 21'-9" 19'-11" 18'-9" 17'-1" 23'-9" 20'-11" 19'-1" 17'-1" 14" 24'-8" 22'-7" 20'-11" 18'-9" 26'-6" 22'-11" 20'-11" 18'-9" 16" 27'-4" 24'-8" 22'-6" 20'-2" 28'-6" 24'-8" 22'-6" 19'-12" 9 1/2" 19'-3" 17'-7" 16'-7" 15'-6" 21'-0" 19'-2" 18'-1" 16'-10" 11 7/8" 22'-10" 20'-11" 19'-9" 18'-4" 25'-0" 22'-10" 21'-6" 20'-0" 14" 25'-11" 23'-8" 22'-4" 20'-10" 28'-4" 25'-10" 24'-5" 20'-0" 16" 28'-9" 26'-3" 24'-9" 23'-1" 31'-5" 28'-8" 25'-0" 20'-0" 11 7/8" 25'-2" 22'-11" 21'-7" 20'-1" 27'-5" 25'-0" 23'-7" 21'-11" 14" 28'-6" 26'-0" 24'-6" 22'-9" 31'-1" 28'-4" 26'-8" 24'-2" 16" 31'-6" 28'-8" 27'-1" 25'-2" 34'-5" 31'-4" 29'-6" 24'-10" 11 7/8" 25'-10" 23'-6" 22'-2" 20'-7" 28'-2" 25'-8" 24'-2" 22'-5" 14" 29'-3" 26'-8" 25'-1" 23'-4" 32'-0" 29'-1" 27'-5" 25'-5" 16" 32'-5" 29'-6" 27'-9" 25'-10" 35'-4" 32'-2" 30'-4" 26'-10" * Refer to notes on page 21. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

18 TABLE IBU-MF2 IB400, IB600, IB800 and IB900 Maximum Floor Spans U.S. ASD (Allowable Stress Design) RESIDENTIAL (40L + 15D) 40 psf Live Load (1 ¾" end bearing and 3 ½" interior bearing without bearing stiffeners) 15 psf Dead Load Allowable Stress Design (ASD) 100% Load Duration (L/480 live load, L/240 total load deflection criteria) Series IB400 IB600 IB800 IB900 I-Joist Depth 23/32 OSB SUBFLOOR GLUED AND NAILED SPACING OF IB MAX-CORE I-JOIST (o.c.) Simple Span Multiple Spans 12" 16" 19.2" 24" 12" 16" 19.2" 24" 9 1/2" 18'-4" 16'-9" 15'-10" 14'-3" 20'-0" 17'-6" 15'-12" 14'-4" 11 7/8" 21'-9" 19'-11" 18'-2" 16'-3" 23'-0" 19'-11" 18'-2" 16'-3" 14" 24'-8" 21'-10" 19'-11" 17'-10" 25'-3" 21'-10" 20'-0" 17'-10" 16" 27'-2" 23'-6" 21'-6" 19'-3" 27'-2" 23'-6" 21'-6" 18'-3" 9 1/2" 19'-3" 17'-7" 16'-7" 15'-6" 21'-0" 19'-2" 18'-1" 15'-9" 11 7/8" 22'-10" 20'-11" 19'-9" 18'-4" 25'-0" 22'-10" 21'-4" 18'-3" 14" 25'-11" 23'-8" 22'-4" 20'-10" 28'-4" 25'-8" 22'-9" 18'-3" 16" 28'-9" 26'-3" 24'-9" 22'-7" 31'-5" 27'-4" 22'-9" 18'-3" 11 7/8" 25'-2" 22'-11" 21'-7" 20'-1" 27'-5" 25'-0" 23'-7" 20'-6" 14" 28'-6" 26'-0 24'-6" 22'-9" 31'-1" 28'-4" 26'-8" 22'-0 16" 31'-6" 28'-8" 27'-1" 25'-0" 34'-5" 31'-4" 28'-3" 22'-7" 11 7/8" 25'-10" 23'-6" 22'-2" 20'-7" 28'-2" 25'-8" 24'-2" 22'-5" 14" 29'-3" 26'-8" 25'-1" 23'-4" 32'-0" 29'-1" 27'-5" 24'-5" 16" 32'-5" 29'-6" 27'-9" 25'-6" 35'-4" 32'-2" 30'-4" 24'-5" 18 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 21.

19 TABLE IBU-MF3 IB400, IB600, IB800 and IB900 Maximum Floor Spans RESIDENTIAL (40L + 30D) 40 psf Live Load (1 ¾" end bearing and 3 ½" interior bearing without bearing stiffeners) 30 psf Dead Load Allowable Stress Design (ASD) 100% Load Duration (L/480 live load, L/240 total load deflection criteria) Series IB400 IB600 IB800 IB900 I-Joist Depth 23/32 OSB SUBFLOOR GLUED AND NAILED SPACING OF IB MAX-CORE I-JOIST (o.c.) Simple Span Multiple Spans 12" 16" 19.2" 24" 12" 16" 19.2" 24" 9 1/2" 17'-11" 15'-5" 14'-1" 12'-7" 17'-11" 15'-5" 14'-1" 12'-7" 11 7/8" 20'-5" 17'-8" 16'-2" 14'-4" 20'-5" 17'-8" 16'-2" 14'-4" 14" 22'-5" 19'-5" 17'-8" 15'-9" 22'-5" 19'-5" 17'-8" 15'-9" 16" 24'-1" 20'-11" 19'-1" 17'-1" 24'-1" 20'-11" 19'-1" 16'-0" 9 1/2" 19'-2" 17'-7" 16'-7" 14'-11" 21'-0" 18'-2" 16'-8" 14'-11" 11 7/8" 22'-11" 20'-8" 18'-11" 16'-11" 23'-11" 20'-8" 18'-11" 16'-11" 14" 25'-11" 22'-8" 20'-8" 18'-7" 26'-2" 22'-8" 20'-8" 18'-5" 16" 28'-2" 24'-5" 22'-4" 20'-0" 28'-2" 24'-5" 22'-4" 19'-2" 11 7/8" 25'-2" 22'-11" 21'-7" 20'-1" 27'-5" 24'-8" 22'-5" 18'-0" 14" 28'-5" 26'-0" 24'-5" 22'-1" 31'-2" 27'-1" 24'-8" 20'-1" 16" 31'-5" 28'-8" 26'-7" 23'-10" 33'-7" 29'-2" 26'-7" 22'-11" 11 7/8" 25'-10" 23'-5" 22'-2" 20'-7" 28'-2" 25'-8" 23'-12" 19'-2" 14" 29'-2" 26'-8" 25'-2" 23'-5" 32'-0" 29'-1" 25'-2" 20'-2" 16" 32'-4" 29'-5" 27'-10" 25'-10" 35'-4" 32'-2" 28'-1" 22'-5" * Refer to notes on page 21. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

20 TABLE IBU-MF4 IB800 and IB900 Maximum Floor Spans (40L + 30D) COMMERCIAL 40 psf Live Load (3 ½" bearings with bearing stiffeners) 30 psf Dead Load Allowable Stress Design (ASD) 100% Load Duration (L/480 live load, L/240 total load deflection criteria) Series IB800 IB900 I-Joist Depth 23/32 OSB SUBFLOOR GLUED AND NAILED SPACING OF IB MAX-CORE I-JOIST (o.c.) Simple Span Multiple Spans 12" 16" 19.2" 24" 12" 16" 19.2" 24" 18" 34'-6" 30'-11" 28'-2" 25'-2" 35'-8" 30'-11" 28'-2" 24'-2" 20" 37'-1" 32'-6" 29'-8" 26'-8" 37'-7" 32'-6" 29'-8" 24'-11" 18" 35'-6" 32'-4" 30'-7" 28'-5" 38'-9" 34'-11" 30'-7" 24'-5" 20" 38'-5" 35'-0" 33'-0" 30'-1" 41'-11" 36'-9" 32'-10" 26'-4" 24" 44'-0" 40'-1" 36'-7" 32'-9" 46'-4" 40'-1" 36'-7" 29'-5" TABLE IBU-MF5 IB800 and IB900 Maximum Floor Spans (100L + 20D) COMMERCIAL 100 psf Live Load (3 ½" bearings with bearing stiffeners) 20 psf Dead Load Allowable Stress Design (ASD) 100% Load Duration (L/480 live load, L/240 total load deflection criteria) Series IB800 IB900 I-Joist Depth 23/32 OSB SUBFLOOR GLUED AND NAILED SPACING OF IB MAX-CORE I-JOIST (o.c.) Simple Span Multiple Spans 12" 16" 19.2" 24" 12" 16" 19.2" 24" 18" 24'-11" 22'-7" 21'-2" 19'-0" 27'-2" 21'-2" 17'-8" 14'-1" 20" 26'-10" 24'-4" 22'-8" 20'-4" 28'-8" 21'-10" 18'-2" 14'-6" 18" 25'-8" 23'-5" 21'-12" 19'-0" 28'-1" 21'-5" 17'-10" 14'-2" 20" 27'-11" 25'-4" 23'-10" 20'-7" 30'-5" 23'-1" 19'-2" 15'-4" 24" 31'-11" 29'-0" 27'-2" 24'-1" 34'-4" 25'-10" 21'-5" 17'-2" 20 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 21.

21 TABLE IBU-MF6 IB800 and IB900 Maximum Floor Spans COMMERCIAL (100L + 30D) 100 psf Live Load (3 1/2" bearings with bearing stiffeners) 30 psf Dead Load Allowable Stress Design (ASD) 100% Load Duration (L/480 live load, L/240 total load deflection criteria) Series IB800 IB900 I-Joist Depth 23/32 OSB SUBFLOOR GLUED AND NAILED SPACING OF IB MAX-CORE I-JOIST (o.c.) Simple Span Multiple Spans 12" 16" 19.2" 24" 12" 16" 19.2" 24" 18" 24'-11" 22'-7" 20'-8" 17'-5" 26'-1" 19'-7" 16'-4" 13'-0" 20" 26'-10" 23'-11" 21'-10" 18'-12" 26'-10" 20'-1" 16'-8" 13'-4" 18" 25'-8" 23'-5" 21'-10" 17'-5" 26'-4" 19'-8" 16'-5" 13'-1" 20" 27'-11" 25'-4" 23'-10" 19'-1" 28'-4" 21'-2" 17'-8" 14'-1" 24" 31'-11" 28'-12" 26'-11" 22'-2" 31'-8" 23'-10" 19'-10" 15'-11" NOTES: 1. Allowable spans are applicable to floor construction. The live load and dead load deflection limits are indicated at the top of the span table. 2. Spans are based on partial composite action with glued and nailed subfloor meeting requirements for APA Span-Rated STURD-I-FLOOR conforming to PRP-108, PS 1, PS 2, CSA 0325, or CSA Construction adhesive shall meet the requirements given in ASTM D3498 or APA Specification AFG Minimum bearing length shall be 1 ¾ inch for end bearing and 3 ½ inches for interior bearings. Allowable design spans in the tables are measured from centerline of supports. 4. Bearing stiffeners are NOT required when I-joists are used with the spans given in the tables, except as required by hanger manufacturers. 5. These span tables are based on uniform loads. For applications with other than uniformly distributed loads, or other applications beyond the scope of the indicated design criteria, an engineering analysis may be required based on the use of the design properties accepted in the ICC-ES ESR 1290 and Intertek CCRR-0232 evaluation reports. Design properties are also indicated in tables IBU-EP1 and IBU-EP2. For technical support, contact IB or your local IB distributor. 6. Continuous spans given in tables IBU-MF1 thru IBU-MF6 are the longest spans measured between centerline of bearings for a joist with three bearings. The ratio of the shorter span to the longer span must be greater than 40%. For two spans with a ratio between 40% and 80%, provide metal hangers or equivalent to withstand an uplift force at the end of the shorter span. Calculate uplift force at the end of the shorter span when the longer span (only) is loaded with live load. 7. Continuous lateral support must be provided for the top flange of the I-joist. Provide lateral support at bearings to prevent lateral displacement or rotation. For all other applications, consult IB. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

22 TABLE IBU-MR1 Residential and Commercial Maximum Roof Spans U.S.-ASD (Allowable Stress Design) SNOW LOAD DURATION 115% Live load/dead load (psf) 20/15 25/15 30/15 40/15 Roof slope (min.) 1/4:12 >4:12 >8:12 1/4:12 >4:12 >8:12 1/4:12 >4:12 >8:12 1/4:12 >4:12 >8:12 Roof slope (max.) 4:12 8:12 12:12 4:12 8:12 12:12 4:12 8:12 12:12 4:12 8:12 12:12 IB Series Depth Spacing O.C. 16" 22'-5" 21'-0" 19'-5" 21'-5" 20'-2" 18'-8" 20'-6" 19'-5" 18'-1" 18'-7" 18'-3" 17'-0" 9 1/2 19.2" 21'-0" 19'-9" 18'-3" 19'-10" 18'-11" 17'-7" 18'-9" 18'-3" 17'-0" 17'-0" 16'-8" 16'-0" 24" 19'-0" 18'-4" 16'-11" 17'-9" 17'-4" 16'-3" 16'-9" 16'-5" 15'-9" 15'-2" 14'-11" 14'-6" 16" 26'-5" 25'-1" 23'-2" 24'-9" 24'-1" 22'-4" 23'-5" 22'-10" 21'-7" 21'-2" 20'-9" 20'-3" 11 7/8 19.2" 24'-2" 23'-5" 21'-10" 22'-7" 22'-0" 21'-0" 21'-4" 20'-10" 20'-2" 19'-4" 19'-0" 18'-6" IB400 24" 21'-7" 20'-11" 20'-2" 20'-3" 19'-8" 19'-0" 19'-1" 18'-8" 18'-1" 17'-4" 17'-0" 16'-6" 16" 29'-0" 28'-2" 26'-5" 27'-2" 26'-6" 25'-4" 25'-8" 25'-1" 24'-3" 23'-3" 22'-10" 22'-2" " 26'-6" 25'-8" 24'-8" 24'-10" 24'-2" 23'-4" 23'-5" 22'-10" 22'-2" 21'-3" 20'-10" 20'-3" 24" 23'-8" 23'-0" 22'-1" 22'-2" 21'-7" 20'-10" 20'-11" 20'-6" 19'-10" 19'-0" 18'-7" 18'-1" 16" 31'-3" 30'-4" 29'-1" 29'-3" 28'-6" 27'-6" 27'-7" 27'-0" 26'-1" 25'-0" 24'-6" 23'-11" " 28'-6" 27'-8" 26'-7" 26'-9" 26'-0" 25'-1" 25'-3" 24'-8" 23'-10" 22'-10" 22'-5" 21'-10" 24" 25'-6" 24'-9" 23'-9" 23'-11" 23'-3" 22'-5" 22'-7" 22'-0" 21'-4" 20'-5" 20'-0" 19'-6" 16" 23'-8" 22'-3" 20'-7" 22'-8" 21'-4" 19'-9" 21'-9" 20'-7" 19'-1" 20'-4" 19'-3" 18'-0" 9 1/2 19.2" 22'-3" 20'-11" 19'-4" 21'-3" 20'-1" 18'-7" 20'-5" 19'-4" 17'-11" 19'-1" 18'-1" 16'-11" 24" 20'-7" 19'-5" 17'-11" 19'-8" 18'-7" 17'-3" 18'-11" 17'-11" 16'-8" 17'-8" 16'-9" 15'-8" 16" 28'-3" 26'-7" 24'-7" 27'-0" 25'-6" 23'-7" 26'-0" 24'-6" 22'-10" 24'-3" 23'-0" 21'-5" 11 7/8 19.2" 26'-7" 25'-0" 23'-1" 25'-5" 23'-11" 22'-2" 24'-5" 23'-1" 21'-5" 22'-8" 21'-7" 20'-2" 24" 24'-7" 23'-2" 21'-5" 23'-6" 22'-2" 20'-7" 22'-5" 21'-4" 19'-10" 20'-4" 19'-11" 18'-8" 16" 32'-2" 30'-2" 27'-11" 30'-9" 28'-11" 26'-10" 29'-7" 27'-11" 25'-11" 27'-3" 26'-2" 24'-5" " 30'-2" 28'-5" 26'-3" 28'-10" 27'-2" 25'-3" 27'-6" 26'-2" 24'-4" 24'-11" 24'-5" 22'-11" IB600 24" 27'-10" 26'-4" 24'-4" 26'-1" 25'-2" 23'-4" 24'-7" 24'-0" 22'-7" 22'-3" 21'-10" 21'-3" 16" 35'-8" 33'-6" 30'-11" 34'-1" 32'-2" 29'-9" 32'-5" 30'-11" 28'-9" 29'-5" 28'-10" 27'-1" " 33'-6" 31'-6" 29'-1" 31'-4" 30'-2" 28'-0" 29'-7" 28'-11" 27'-0" 26'-10" 26'-4" 25'-5" 24" 29'-11" 29'-1" 27'-0" 28'-1" 27'-4" 25'-11" 26'-6" 25'-10" 25'-0" 24'-0" 23'-6" 22'-11" 16" 39'-0" 36'-8" 33'-10" 36'-6" 35'-2" 32'-7" 34'-6" 33'-8" 31'-6" 31'-3" 30'-8" 29'-7" " 35'-7" 34'-6" 31'-10" 33'-4" 32'-6" 30'-8" 31'-6" 30'-9" 29'-7" 28'-6" 28'-0" 27'-3" 24" 31'-10" 30'-11" 29'-6" 29'-10" 29'-1" 28'-0" 28'-2" 27'-6" 26'-8" 25'-6" 25'-0" 24'-4" 16" 41'-0" 39'-6" 36'-6" 38'-5" 37'-5" 35'-1" 36'-3" 35'-5" 33'-11" 32'-10" 32'-3" 31'-5" " 37'-5" 36'-4" 34'-3" 35'-1" 34'-2" 33'-0" 33'-1" 32'-4" 31'-4" 30'-0" 29'-5" 28'-8" 24" 33'-6" 32'-6" 31'-3" 31'-5" 30'-7" 29'-6" 29'-7" 28'-11" 28'-0" 26'-10" 26'-4" 25'-7" 16" 31'-6" 29'-7" 27'-4" 30'-1" 28'-4" 26'-3" 28'-11" 27'-4" 25'-4" 27'-0" 25'-7" 23'-10" 11 7/8 19.2" 29'-7" 27'-9" 25'-8" 28'-3" 26'-8" 24'-8" 27'-2" 25'-8" 23'-10" 25'-4" 24'-0" 22'-5" 24" 27'-4" 25'-9" 23'-9" 26'-2" 24'-8" 22'-10" 25'-1" 23'-9" 22'-1" 23'-5" 22'-3" 20'-9" 16" 35'-9" 33'-7" 31'-0" 34'-2" 32'-2" 29'-10" 32'-10" 31'-0" 28'-10" 30'-8" 29'-1" 27'-1" " 33'-7" 31'-7" 29'-2" 32'-1" 30'-3" 28'-0" 30'-10" 29'-1" 27'-1" 28'-10" 27'-3" 25'-6" 24" 31'-1" 29'-3" 27'-0" 29'-8" 28'-0" 26'-0" 28'-6" 27'-0" 25'-1" 26'-6" 25'-3" 23'-7" 16" 39'-7" 37'-2" 34'-4" 37'-10" 35'-8" 33'-0" 36'-4" 34'-4" 31'-11" 34'-0" 32'-2" 30'-0" IB " 37'-2" 34'-11" 32'-3" 35'-6" 33'-6" 31'-0" 34'-2" 32'-3" 30'-0" 31'-11" 30'-3" 28'-2" 24" 34'-5" 32'-4" 29'-11" 32'-11" 31'-0" 28'-9" 31'-6" 29'-10" 27'-9" 28'-7" 28'-0" 26'-1" 16" 43'-5" 40'-10" 37'-8" 41'-6" 39'-1" 36'-3" 39'-11" 37'-8" 35'-0" 37'-1" 35'-4" 32'-11" " 40'-9" 38'-4" 35'-5" 39'-0" 36'-9" 34'-1" 37'-5" 35'-5" 32'-11" 33'-10" 33'-2" 30'-11" 24" 37'-9" 35'-6" 32'-10" 35'-5" 34'-1" 31'-7" 33'-5" 32'-8" 30'-6" 30'-2" 29'-9" 28'-8" 16" 46'-9" 43'-11" 40'-7" 44'-8" 42'-1" 39'-0" 42'-11" 40'-7" 37'-8" 39'-1" 38'-0" 35'-5" " 43'-11" 41'-3" 38'-1" 41'-9" 39'-7" 36'-8" 39'-5" 38'-1" 35'-5" 35'-9" 35'-0" 33'-4" 24" 39'-11" 38'-3" 35'-4" 37'-4" 36'-5" 34'-0" 35'-3" 34'-5" 32'-10" 31'-5" 31'-4" 30'-6" 16" 35'-9" 30'-6" 28'-2" 31'-0" 29'-2" 27'-1" 29'-9" 28'-1" 26'-2" 27'-10" 26'-4" 24'-7" 11 7/8 19.2" 33'-7" 28'-7" 26'-5" 29'-1" 27'-5" 25'-5" 27'-11" 26'-5" 24'-7" 26'-1" 24'-9" 23'-1" 24" 35'-0" 26'-6" 24'-6" 26'-11" 25'-5" 23'-7" 25'-10" 24'-5" 22'-9" 24'-2" 22'-11" 21'-5" 16" 39'-7" 34'-7" 32'-0" 35'-2" 33'-2" 30'-9" 33'-10" 31'-11" 29'-8" 31'-7" 29'-11" 27'-11" " 37'-2" 32'-6" 30'-1" 33'-1" 31'-2" 28'-11" 31'-9" 30'-0" 27'-11" 29'-8" 28'-1" 26'-3" 24" 38'-9" 30'-1" 27'-10" 30'-7" 28'-10" 26'-9" 29'-5" 27'-9" 25'-10" 27'-5" 26'-0" 24'-4" 16" 43'-5" 38'-4" 35'-5" 39'-0" 36'-9" 34'-1" 37'-6" 35'-5" 32'-10" 35'-0" 33'-2" 30'-11" " 40'-9" 36'-0" 33'-3" 36'-7" 34'-6" 32'-0" 35'-2" 33'-3" 30'-11" 32'-10" 31'-2" 29'-1" IB900 24" 42'-6" 33'-4" 30'-10" 33'-11" 32'-0" 29'-8" 32'-7" 30'-9" 28'-7" 30'-5" 28'-10" 26'-11" 16" 46'-9" 42'-0" 38'-9" 42'-9" 40'-3" 37'-4" 41'-1" 38'-9" 36'-0" 38'-5" 36'-4" 33'-11" " 43'-11" 39'-5" 36'-5" 40'-2" 37'-10" 35'-1" 38'-7" 36'-5" 33'-10" 36'-1" 34'-2" 31'-10" 24" 45'-9" 36'-7" 33'-9" 37'-2" 35'-1" 32'-6" 35'-9" 33'-9" 31'-4" 31'-10" 31'-8" 29'-6" 16" 48'-4" 45'-5" 42'-0" 46'-3" 43'-7" 40'-4" 44'-6" 42'-0" 39'-0" 41'-7" 39'-4" 36'-8" " 45'-6" 42'-9" 39'-5" 43'-6" 40'-11" 37'-11" 41'-9" 39'-5" 36'-8" 39'-1" 37'-0" 34'-6" 24" 42'-1" 39'-7" 36'-7" 40'-3" 37'-11" 35'-2" 38'-8" 36'-7" 34'-0" 33'-8" 34'-3" 31'-11" 16" 55'-5" 52'-1" 48'-1" 53'-1" 49'-11" 46'-3" 51'-0" 48'-2" 44'-8" 47'-8" 45'-1" 42'-1" " 52'-1" 49'-0" 45'-3" 49'-10" 46'-11" 43'-6" 47'-11" 45'-3" 42'-0" 39'-11" 42'-5" 39'-6" 24" 48'-4" 45'-5" 41'-11" 43'-8" 43'-6" 40'-4" 38'-11" 41'-11" 38'-11" 31'-11" 35'-0" 36'-8" 22 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 24.

23 TABLE IBU-MR2 Residential and Commercial Maximum Roof Spans U.S.-ASD (Allowable Stress Design) SNOW LOAD DURATION 115% CONSTRUCTION LOAD DURATION 125% Live load/dead load (psf) 50/15 20/10 20/15 25/15 Roof slope (min.) 1/4:12 >4:12 >8:12 1/4:12 >4:12 >8:12 1/4:12 >4:12 >8:12 1/4:12 >4:12 >8:12 Roof slope (max.) 4:12 8:12 12:12 4:12 8:12 12:12 4:12 8:12 12:12 4:12 8:12 12:12 IB Series Depth Spacing O.C. 16" 17'-2" 16'-10" 16'-2" 23'-8" 22'-4" 20'-9" 22'-5" 21'-0" 19'-5" 20'-6" 19'-2" 17'-7" 9 1/2 19.2" 15'-8" 15'-5" 15'-0" 22'-3" 21'-0" 19'-6" 21'-0" 19'-9" 18'-3" 19'-3" 18'-0" 16'-6" 24" 14'-0" 13'-9" 13'-5" 20'-7" 19'-5" 18'-1" 19'-6" 18'-4" 16'-11" 17'-5" 16'-8" 15'-4" 16" 19'-6" 19'-2" 18'-9" 28'-3" 26'-7" 24'-9" 26'-9" 25'-1" 23'-2" 24'-3" 22'-10" 21'-0" 11 7/8 19.2" 17'-10" 17'-6" 17'-1" 26'-6" 25'-0" 23'-3" 25'-1" 23'-7" 21'-10" 22'-1" 21'-3" 19'-9" IB400 24" 15'-11" 15'-8" 15'-4" 24'-5" 23'-2" 21'-7" 22'-6" 21'-10" 20'-2" 19'-9" 19'-1" 18'-1" 16" 21'-5" 21'-1" 20'-7" 32'-1" 30'-3" 28'-1" 30'-3" 28'-7" 26'-5" 26'-7" 25'-7" 23'-10" " 19'-6" 19'-3" 18'-9" 29'-11" 28'-6" 26'-5" 27'-7" 26'-10" 24'-10" 24'-3" 23'-4" 22'-3" 24" 17'-6" 17'-2" 16'-10" 26'-9" 26'-1" 24'-6" 24'-8" 24'-0" 23'-0" 21'-9" 20'-11" 19'-10" 16" 23'-1" 22'-8" 22'-2" 35'-3" 33'-7" 31'-2" 32'-7" 31'-7" 29'-3" 28'-8" 27'-7" 26'-2" " 21'-0" 20'-8" 20'-3" 32'-2" 31'-5" 29'-4" 29'-9" 28'-10" 27'-6" 26'-2" 25'-2" 23'-11" 24" 18'-10" 18'-6" 18'-1" 28'-10" 28'-1" 27'-2" 26'-7" 25'-10" 24'-9" 23'-4" 22'-6" 21'-5" 16" 19'-1" 18'-3" 17'-1" 25'-0" 23'-7" 21'-11" 23'-8" 22'-3" 20'-7" 21'-8" 20'-3" 18'-7" 9 1/2 19.2" 17'-11" 17'-1" 16'-0" 23'-6" 22'-2" 20'-7" 22'-3" 20'-11" 19'-4" 20'-4" 19'-0" 17'-6" 24" 16'-5" 15'-10" 14'-10" 21'-9" 20'-7" 19'-1" 20'-7" 19'-5" 17'-11" 18'-10" 17'-8" 16'-2" 16" 22'-10" 21'-9" 20'-4" 29'-10" 28'-2" 26'-2" 28'-3" 26'-7" 24'-7" 25'-11" 24'-2" 22'-2" 11 7/8 19.2" 20'-11" 20'-5" 19'-2" 28'-1" 26'-6" 24'-7" 26'-7" 25'-0" 23'-1" 24'-4" 22'-9" 20'-10" 24" 18'-8" 18'-5" 17'-9" 26'-0" 24'-6" 22'-10" 24'-7" 23'-2" 21'-5" 22'-6" 21'-1" 19'-4" 16" 25'-1" 24'-9" 23'-2" 33'-11" 32'-0" 29'-9" 32'-2" 30'-2" 27'-11" 29'-5" 27'-6" 25'-3" " 22'-11" 22'-7" 21'-9" 31'-11" 30'-1" 27'-11" 30'-2" 28'-5" 26'-3" 27'-8" 25'-10" 23'-9" IB600 24" 20'-6" 20'-2" 19'-9" 29'-7" 27'-11" 25'-11" 28'-0" 26'-4" 24'-4" 25'-6" 23'-11" 22'-0" 16" 27'-1" 26'-7" 25'-8" 37'-8" 35'-6" 33'-0" 35'-8" 33'-6" 30'-11" 32'-8" 30'-6" 28'-0" " 24'-8" 24'-3" 23'-9" 35'-5" 33'-5" 31'-0" 33'-6" 31'-6" 29'-1" 30'-8" 28'-8" 26'-4" 24" 22'-1" 21'-9" 21'-3" 32'-9" 30'-11" 28'-9" 31'-1" 29'-2" 27'-0" 27'-5" 26'-5" 24'-5" 16" 28'-9" 28'-4" 27'-8" 41'-3" 38'-11" 36'-1" 39'-0" 36'-8" 33'-10" 35'-9" 33'-5" 30'-8" " 26'-3" 25'-10" 25'-3" 38'-9" 36'-7" 33'-11" 36'-8" 34'-6" 31'-10" 32'-8" 31'-5" 28'-10" 24" 23'-6" 23'-1" 22'-7" 35'-11" 33'-10" 31'-6" 33'-2" 31'-11" 29'-6" 29'-2" 28'-1" 26'-8" 16" 30'-3" 29'-9" 29'-1" 44'-4" 41'-10" 38'-10" 42'-0" 39'-6" 36'-6" 37'-7" 36'-0" 33'-0" " 27'-8" 27'-2" 26'-7" 41'-8" 39'-4" 36'-6" 39'-1" 37'-1" 34'-3" 34'-4" 33'-0" 31'-0" 24" 24'-7" 24'-4" 23'-9" 37'-10" 36'-6" 33'-11" 34'-11" 33'-11" 31'-9" 30'-8" 29'-6" 28'-1" 16" 25'-5" 24'-3" 22'-8" 33'-3" 31'-4" 29'-2" 31'-6" 29'-7" 27'-4" 28'-10" 26'-11" 24'-8" 11 7/8 19.2" 23'-10" 22'-9" 21'-3" 31'-3" 29'-6" 27'-5" 29'-7" 27'-9" 25'-8" 27'-0" 25'-3" 23'-3" 24" 22'-0" 21'-0" 19'-8" 28'-11" 27'-4" 25'-4" 27'-4" 25'-9" 23'-9" 25'-0" 23'-5" 21'-6" 16" 28'-10" 27'-6" 25'-9" 37'-9" 35'-7" 33'-1" 35'-9" 33'-7" 31'-0" 32'-8" 30'-7" 28'-1" " 27'-1" 25'-10" 24'-2" 35'-5" 33'-6" 31'-1" 33'-7" 31'-7" 29'-2" 30'-8" 28'-9" 26'-4" 24" 23'-6" 23'-11" 22'-5" 32'-10" 31'-0" 28'-10" 31'-1" 29'-3" 27'-0" 28'-5" 26'-7" 24'-5" 16" 31'-11" 30'-5" 28'-6" 41'-9" 39'-5" 36'-7" 39'-7" 37'-2" 34'-4" 36'-3" 33'-10" 31'-1" IB " 29'-5" 28'-7" 26'-9" 39'-3" 37'-1" 34'-5" 37'-2" 34'-11" 32'-3" 34'-0" 31'-10" 29'-2" 24" 23'-11" 25'-10" 24'-9" 36'-4" 34'-4" 31'-11" 34'-5" 32'-4" 29'-11" 31'-6" 29'-5" 27'-0" 16" 34'-2" 33'-5" 31'-3" 45'-10" 43'-3" 40'-2" 43'-5" 40'-10" 37'-8" 39'-9" 37'-2" 34'-1" " 31'-2" 30'-8" 29'-5" 43'-1" 40'-8" 37'-9" 40'-9" 38'-4" 35'-5" 37'-4" 34'-11" 32'-0" 24" 25'-0" 27'-5" 26'-10" 39'-11" 37'-8" 35'-0" 37'-9" 35'-6" 32'-10" 34'-7" 32'-4" 29'-8" 16" 36'-0" 35'-5" 33'-8" 49'-4" 46'-7" 43'-3" 46'-9" 43'-11" 40'-7" 42'-9" 40'-0" 36'-8" " 32'-11" 32'-4" 31'-7" 46'-4" 43'-9" 40'-8" 43'-11" 41'-3" 38'-1" 40'-2" 37'-7" 34'-6" 24" 26'-1" 28'-11" 28'-3" 42'-11" 40'-7" 37'-8" 40'-8" 38'-3" 35'-4" 36'-7" 34'-9" 31'-11" 16" 26'-2" 24'-11" 23'-4" 34'-3" 32'-4" 30'-0" 32'-5" 30'-6" 28'-2" 29'-8" 27'-9" 25'-5" 11 7/8 19.2" 24'-6" 23'-5" 21'-11" 32'-2" 30'-4" 28'-2" 30'-5" 28'-7" 26'-5" 27'-10" 26'-0" 23'-11" 24" 22'-8" 21'-8" 20'-4" 29'-9" 28'-1" 26'-2" 28'-2" 26'-6" 24'-6" 25'-9" 24'-1" 22'-2" 16" 29'-9" 28'-4" 26'-6" 38'-11" 36'-8" 34'-1" 36'-10" 34'-7" 32'-0" 33'-8" 31'-6" 28'-11" " 27'-11" 26'-7" 24'-11" 36'-6" 34'-6" 32'-0" 34'-7" 32'-6" 30'-1" 31'-8" 29'-7" 27'-2" 24" 25'-9" 24'-7" 23'-1" 33'-10" 31'-11" 29'-8" 32'-0" 30'-1" 27'-10" 29'-3" 27'-5" 25'-2" 16" 32'-11" 31'-5" 29'-4" 43'-1" 40'-8" 37'-9" 40'-9" 38'-4" 35'-5" 37'-4" 34'-11" 32'-0" " 30'-11" 29'-6" 27'-7" 40'-5" 38'-2" 35'-6" 38'-4" 36'-0" 33'-3" 35'-0" 32'-9" 30'-1" IB900 24" 25'-9" 27'-3" 25'-6" 37'-6" 35'-5" 32'-10" 35'-6" 33'-4" 30'-10" 32'-5" 30'-4" 27'-10" 16" 36'-1" 34'-5" 32'-2" 47'-2" 44'-6" 41'-4" 44'-8" 42'-0" 38'-9" 40'-11" 38'-3" 35'-1" " 33'-9" 32'-4" 30'-3" 44'-4" 41'-10" 38'-10" 42'-0" 39'-5" 36'-5" 38'-5" 35'-11" 33'-0" 24" 27'-0" 29'-9" 28'-0" 41'-1" 38'-9" 36'-0" 38'-11" 36'-7" 33'-9" 35'-7" 33'-3" 30'-7" 16" 39'-1" 37'-3" 34'-10" 51'-1" 48'-2" 44'-9" 48'-4" 45'-5" 42'-0" 44'-4" 41'-5" 38'-0" " 35'-8" 35'-0" 32'-9" 48'-0" 45'-3" 42'-1" 45'-6" 42'-9" 39'-5" 41'-7" 38'-11" 35'-8" 24" 28'-7" 31'-6" 30'-4" 44'-6" 42'-0" 39'-0" 42'-1" 39'-7" 36'-7" 38'-7" 36'-0" 33'-1" 16" 40'-7" 42'-9" 39'-11" 58'-6" 55'-3" 51'-3" 55'-5" 52'-1" 48'-1" 50'-9" 47'-5" 43'-6" " 33'-10" 37'-4" 37'-7" 55'-0" 51'-11" 48'-2" 52'-1" 49'-0" 45'-3" 47'-9" 44'-7" 40'-11" 24" 27'-1" 29'-10" 33'-7" 51'-0" 48'-2" 44'-8" 48'-4" 45'-5" 41'-11" 41'-9" 41'-4" 37'-11" * Refer to notes on page 24. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

24 TABLE IBU-MR1 and MR2 NOTES: 1. Allowable clear span applicable to simple-span roof construction with design snow and dead load as specified. The maximum span is based on the horizontal distance between centerline of supports. (Exception: 1 ¾ inch from outside face of bearings at cantilevers, when bearing at cantilever exceeds 3 ½ inches). 2. Deflection is limited to the following criteria: live load at L/240, total load at L/180, where L is the span in inches. 3. Additional considerations: NO composite action with the sheathing; both flanges assumed to be continuously laterally braced; provide lateral support at bearings to prevent lateral displacement or rotation; tie-down for uplift conditions must be provided for by the building designer. 4. Spans include a cantilever of up to 24 inches at one end of the IB MAX-CORE I-Joist. 5. Minimum bearing length shall be 1 ¾ inch for end bearing and 3 ½ inches for bearing adjacent to cantilever. 6. Bearing stiffeners are not required when I-joists are used with the spans given in these tables, except as required by hanger manufacturers. 7. These span tables are based on uniform loads and on Allowable Stress Design (ASD) per NDS. For applications with other than uniformly distributed loads, or other applications beyond the scope of the indicated design criteria, an engineering analysis may be required based on the use of the design properties accepted in the ICC-ES ESR 1290 and Intertek CCRR-0232 evaluation reports. Design properties are also indicated in tables IBU-EP1 and IBU-EP2. For technical support, contact IB or your local IB distributor. 24 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

25 TABLE IBUC FB1 Filler Block Requirements for Double Joist Construction Flange Width Joist Series Joist Depth Filler Depth Filler Thickness 2 1/2" IB400/ /2" 6" IB400/ /8" 8" IB400/600 14" 10" IB400/600 16" 12" 2 1/8" IB800/ /8" 8" IB800/900 14" 10" 3 1/2" IB800/900 16" 12" IB800/900 18" 14" IB800/900 20" 16" IB800/900 24" 20" 3 1/8" DIAGRAM IBUC DJ1 Double Joist Construction Detail Filler blocking per Table IBU-FB1 1 / 8" gap between top flange and filler block 12" Offset nails from opposite face by 6" LEGEND (o) designates nails from near face (+) designates nails from far face NOTES: 1. Support back of IB MAX-CORE I-Joist web during nailing to prevent damage to web / flange connection. 2. Leave a 1 / 8 inch gap between top of filler block and bottom of top IB MAX-CORE I-Joist flange. 3. Filler block is required between joists for full length of span. 4. Nail joists together with three rows of 10d nails at 12 inches o.c., clinched when possible on each side of the double IB MAX-CORE I-Joist. Total of six nails per foot required. If nails can be clinched, only three nails per foot are required. For I-joist depths up to 16 inches, rows of nails may be reduced to two rows, total of four nails per foot (two nails per foot if clinched). 5. Where discrete BACKER blocks are used for sideapplied point loads (see detail 1H on page 8), and the remaining length of a 2-ply girder is top-loaded, the FILLER block need not be continuous. Install minimum 3 ½ inches long FILLER blocks at maximum 4 feet o.c. pacing using a minimum of six nails from each face. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

26 WEB STIFFENER REQUIREMENTS A web stiffener is a wood block that is used to reinforce the web of an I-joist at locations where: The webs of the I-joists are in jeopardy of buckling out of plane. This results in lower buckling capacities for deeper I-joist depths. The webs of the I-joist are in jeopardy of knifing through the I-joist flanges. This can occur at any I-joist depth when the design reaction loads exceed a specific level. The I-joist is supported in a hanger and the sides of the hanger do not extend up to the top flange. With the top flange unsupported by the hanger sides, the joist may deflect laterally, putting a twist in the flange of the joist. The web stiffener supports the I-joist along a vertical axis as designed. (In this application, the web stiffener acts very much like a backer block.) There are two kinds of web stiffeners: bearing stiffeners and load stiffeners. They are differentiated by the applied load and location of the gap between the slightly undersized stiffener and the top or bottom flange. Bearing stiffeners are located at the reactions, both interior and exterior, when required. I-joists do not need bearing stiffeners at any support when subjected to normal residential uniform loads and installed in accordance with the allowable spans. Load stiffeners are located between supports where significant point loads are applied to the top flange of an I-joist. Web stiffener blocks may be comprised of lumber, rimboard, or structural wood panels. The minimum grade of structural wood panels is Rated Sheathing; minimum lumber grade is Utility grade SPF (south) or better. Any rimboard product would also work satisfactorily. Ideally, the depth of the web stiffener should equal the distance between the flanges of the joist minus ¼ inch. For bearing stiffeners, this gap is placed between the stiffener and bottom of the top flange. For load stiffeners, the gap is located at the bottom of the stiffener. NOTES: 1. A bearing stiffener is required in all engineered applications with design end reactions greater than the reference joist end reaction without bearing stiffeners. The gap between the stiffener and the flange is at the top. 2. A load stiffener is required at locations where a concentrated load greater than 1500 pounds (unfactored) is applied to the top flange between supports, or in the case of a cantilever, anywhere between the cantilever tip and the support. The gap between the stiffener and the flange is at the bottom. 3. A bearing stiffener is required when the IB MAX-CORE I-Joist is supported in a hanger and the sides of the hanger do not extend up to, and support, the top flange. In this case, the hanger side flanges must have a height equal to at least 60% of the I-joist depth. The gap between the stiffener and flange is at top. 26 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

27 TABLE IBUC-WS1 Web Stiffener Requirements (1) Flange width 2 ½" or 3 ½" Tight Joint No Gap Concentrated Load (Load stiffener) End Bearing (Bearing stiffener) Gap ±2" ±2" 1 / 8" - ¼" Gap (4) 8d nails 2, 10d required for I-joists with 3 ½" flange width IB800/900 No Gap Gap Tight Joint No Gap WEB STIFFENER SIZE REQUIREMENT Designation Web Stiffener Size Each Side of Web IB 400/600 1" x 2 ½" minimum width IB 800/900 1 ½" x 3 ½" minimum width NOTES: 1. Illustration is for maximum 16" I-joist depth. For deeper depths, contact IB for nailing requirements. 2. Equivalent minimum nail sizes for web stiffeners: for 8d, 0.113" diameter by 2 ½" long for 10d, 0.120" diameter by 3" long INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

28 GUIDELINES WEB HOLE GUIDELINES IB MAX-CORE I-Joist top and bottom flanges must never be cut, notched, or otherwise modified. Holes in web should be cut with a sharp saw. For rectangular holes, avoid over-cutting the corners, as this can cause unnecessary stress concentrations. Slightly rounding the corners is recommended. Starting the rectangular hole by drilling a 1" diameter hole in each of the four corners and then making the cuts between the holes is another good method to minimize damage to the I-joist. DIAGRAM IBUC-TH1 Typical Holes Minimum distance from face of support to the center of hole. See table on page 29. * Refer to notes on page 30. 3/4x diameter 2x diameter of larger hole 28 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016 * Refer to notes on page 30.

29 TABLE IBU-AW1 Allowable Web Hole Sizes and Locations (US-ASD) 40 psf Live load, 15 psf dead load, 1 ¾" end bearings (3 ½" interior without bearing stiffeners) Minimum Distance from inside face of any support to center of web hole (Simple or Multi-span) RESIDENTIAL (40L + 15D) Joist Depth 9 1/2" 11 7/8" 14" 16" ROUND HOLE DIAMETER (INCHES) Series SAF / / /4 11 IB400 14'-1" 0'-7" 1'-9" 2'-11" 4'-3" 5'-7" 6'-0" IB600 15'-4" 1'-5" 2'-8" 3'-11" 5'-4" 7'-1" 7'-7" IB400 16'-1" 0'-7" 0'-8" 1'-4" 2'-6" 3'-9" 4'-1" 5'-1" 6'-6" 7'-9" IB600 18'-1" 0'-7" 1'-6" 2'-8" 3'-11" 5'-5" 5'-10" 7'-1" 8'-10" 10'-0" IB800 19'-11" 1'-9" 2'-11" 4'-2" 5'-5" 7'-0" 7'-5" 8'-8" 10'-6" 11'-9" IB900 20'-5" 0'-7" 1'-4" 2'-10" 4'-4" 6'-0" 6'-5" 7'-8" 9'-6" 10'-9" IB400 17'-8" 0'-7" 0'-8" 1'-2" 2'-3" 3'-4" 3'-7" 4'-5" 5'-7" 6'-4" 6'-10" 8'-6" 10'-4" IB600 18'-1" 0'-7" 0'-8" 1'-9" 3'-1" 4'-5" 4'-9" 5'-10" 7'-7" 8'-8" 9'-5" 11'-4" 12'-11" IB800 21'-10" 1'-9" 3'-0" 4'-4" 5'-8" 7'-1" 7'-6" 8'-7" 10'-2" 11'-2" 11'-9" 13'-6" 15'-0" IB900 23'-2" 0'-8" 1'-11" 3'-2" 4'-6" 5'-10" 6'-3" 7'-3" 8'-9" 9'-10" 10'-7" 12'-7" 14'-2" IB400 18'-1" 0'-7" 0'-8" 0'-11" 1'-10" 2'-9" 3'-0" 3'-9" 5'-0" 5'-9" 6'-3" 7'-7" 8'-7" 9'-0" IB600 18'-1" 0'-7" 0'-8" 1'-4" 2'-8" 4'-1" 4'-5" 5'-6" 7'-0" 7'-11" 8'-6" 10'-2" 11'-6" 12'-0" IB800 22'-5" 2'-4" 3'-6" 4'-8" 5'-11" 7'-2" 7'-5" 8'-5" 9'-10" 10'-10" 11'-5" 13'-1" 14'-5" 14'-10" IB900 24'-3" 0'-7" 1'-8" 3'-0" 4'-5" 5'-11" 6'-3" 7'-5" 8'-11" 9'-11" 10'-6" 12'-3" 13'-6" 14'-0" TABLE IBU-AW2 Allowable Web Hole Sizes and Locations (US-ASD) 40 psf live load, 30 psf dead load (3 1/2" bearings with bearing stiffeners, see table IBU-MF4 for maximum spans) Minimum Distance, D, from inside face of any support to center of web hole (Simple or Multi-span) COMMERCIAL (40L + 30D) Joist Depth 18" 20" ROUND HOLE DIAMETER (INCHES) Series SAF /4 IB800 23'-8" 0'-7" 2'-3" 4'-2" 6'-5" 8'-11" 12'-1" 16'-6" 18'-3" IB900 23'-11" 0'-7" 1'-7" 4'-2" 7'-1" 10'-4" 13'-11" 17'-10" 19'-9" IB800 24'-5" 0'-8" 2'-4" 4'-3" 6'-5" 8'-8" 11'-1" 14'-8" 16'-2" IB900 25'-10" 0'-7" 1'-3" 3'-8" 6'-3" 8'-10" 12'-1" 15'-9" 17'-6" 24" IB900 29'-0" 0'-7" 0'-8" 2'-4" 4'-8" 7'-1" 9'-7" 12'-2" 13'-2" * Refer to notes on page 30. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

30 WEB HOLE GUIDELINE NOTES 1. Table may be used for I-joist spacing 24 inches on center or less. 2. Hole location distance is measured from inside face of supports to center of hole. 3. Distances in this chart are based on uniformly loaded joists. 4. Joists with web hole location and/or sizes that fall outside of the scope of this table must be analyzed based on the actual hole size, joist spacing, span and loading condition. The I-joist shear capacity at the location of the circular web hole is calculated using the following equation: V (round hole) = Published Shear Value x [(Joist Depth Hole Diameter) / Joist Depth]. SAF = Span adjustment factor, used as defined below OPTIONAL: This table is based on I-joists being used at their maximum span. If the I-joists are placed at less than their full allowable span, the maximum distance from the centerline of the hole to the face of any support (D), as given above may be reduced as follows: D reduced = L actual/saf x D WHERE: D reduced = Distance from the inside face of any support to center of hole, reduced for less than maximum span applications (ft). The reduced distance must not be less than 6-inches from the face of support to edge of hole L actual = The actual measured span distance between the inside faces of supports (ft) SAF = Span Adjustment Factor given above D = The minimum distance from the inside face of any support to center of hole given above. If L actual/saf is greater than 1, use 1 in the above calculation for L actual/saf 5. I-joist top and bottom flanges must NEVER be cut, notched, or otherwise modified 6. Whenever possible, field-cut holes should be centered on the middle of the web. 7. The maximum size hole that can be cut into an I-joist web shall equal the clear distance between flanges of the I-joist minus ¼ inch. 8. The sides of square holes or longest sides of rectangular holes should not exceed three fourths of the diameter of the maximum round hole permitted at that location. 9. Where more than one hole is necessary, the horizontal distance between adjacent hole edges shall exceed twice the diameter of the largest round or square hole (or twice the length of the longest side of the longest rectangular hole) and each hole must be sized and located in compliance with the requirements of the tables on page A 1 ½" diameter knockout is not considered a hole, and may be utilized anywhere it occurs and may be ignored for purposes of calculating minimum distances between holes. 11. A single 1 ½" maximum diameter hole shall be permitted anywhere in a cantilevered section of an I-joist. Holes of greater size may be permitted subject to verification. 12. A single 1 ½" maximum diameter hole can be located anywhere in the web, including directly adjacent to a larger hole. Multiple 1 ½" diameter holes in a horizontal row shall be permitted if they meet the requirements of notes 9 or 15 and cover a length of 24 inches or less. Multiple 1 ½ diameter holes covering a length greater than 24 inches may be permitted subject to verification. 13. For I-joists with more than one span, use the longest span to determine hole locations in either span. 14. All holes shall be cut in a workman-like manner in accordance with the restrictions listed above, and as illustrated in the figure on page A group of round holes at approximately the same location shall be permitted if they meet the requirements for a single round hole circumscribed around them. 16. Refer to IB Design Software for other hole sizes, locations, and joist span conditions. 30 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

31 GENERAL INFORMATION FRAMING CONNECTORS Residential Single IB MAX-CORE I-Joists U.S. ASD (lbs.) Table IBU-FC1 Top Mount Joist Depth Model Joist Width = 2 1/2 9 1/2" ITS2.56/9.5 B Dim. TF Dim. Fastener Type Header Joist Table IBU-FC2 Face Mount (Snap-In) Uplift (C D =1.6) (lbs) Down Load (C D =1.0) (lbs) Header Type DF LVL SPF I-joist (3) IB400 IB600 1,091 1, /8" ITS2.56/ ,231 1,231 2" 1 7/16" (6) 10d (3) NONE (2) " ITS2.56/14 1,250 1,327 16" ITS2.56/16 1,250 1,400 Joist Width = 3 1/2 11 7/8" ITS3.56/11.88 IB800 IB900 1,300 1,458 14" ITS3.56/14 2" 1 7/16" (6) 10d (3) NONE (2) 105 1,327 1,458 16" ITS3.56/16 1,400 1, W 2" Funnel Flange 2" 1 7 / 16" Funnel Flange 1 1 / 16" H 2" ¼" Locator Tab ITS IUS SUL Joist Depth Model B Dim. Fastener Type Header Joist Uplift (C D =1.6) (lbs) NOTES: 1. Increased capacity may be possible with substituted nails. See Simpson C-C-2015 catalog for other conditions. 2. Uplift capacity may be increased with optional nails. See current Simpson wood construction connectors catalog. 3. When I-joist is used as a header, all header nails must be 10dx1 1/2". See Simpson catalog for reduced loads. 4. Table capacities are for without bearing stiffeners. Higher capacities may be possible with bearing stiffeners /2" hanger seat for 18" and 20" depths. All other entries in this table are for 2" hangers. Down Load (C D =1.0) (lbs) Header Type DF LVL Joist Width = 2 1/2 IB400 IB /2" ITS2.56/9.5 (8) 10d 1,091 1, /8" ITS2.56/11.88 (10) 10d 1,231 1,231 2" NONE (2) 75 14" ITS2.56/14 (12) 10d 1,250 1,327 16" ITS2.56/16 (14) 10d 1,250 1,400 Joist Width = 3 1/2 IB800 IB /8" ITS3.56/11.88 (12) 10d 1,300 1,405 14" ITS3.56/14 2" (14) 10d NONE (2) 75 1,327 1,458 16" ITS3.56/16 (14) 10d 1,400 1,458 3 ½" 2 ½" MIT LSSU HU 2 1/4" (2 ½" for THAI-2) MIU WPU THAI INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

32 Commercial Single IB MAX-CORE I-Joists U.S. ASD (lbs.) Table IBU-FC3 Top Mount Joist Depth Model B Dim. TF Dim. Header Fastener Type Joist Uplift (C D =1.6) (lbs) Joist Width = 3 1/2 IB800 IB900 18" MIT418 (2,283) (2,373) 2 1/2" 2 5/16" (8) 16d (2) 10dx1 1/ " MIT420 (2,520) (2,560) Joist Width = 3 1/2 Down Load (3)(4) (C D =1.0) (lbs) Header Type DF LVL SPF I-joist (1) 24" HIT424 3" 2 3/8" (10) 16d (2) 10dx1 1/2 315 N/A (2,937) N/A Note: Brackets ( ) denote web stiffeners. 886 Table IBU-FC4 Face Mount Joist Depth Model B Dim. TF Dim. Fastener Type Header Joist Uplift (C D =1.6) (lbs) Down Load (3)(4) (C D =1.0) (lbs) Header Type DF LVL SPF I-joist (1) IUS SUL Joist Width = 3 1/2 IB800 IB900 18" MIU3.56/18 (26) 16d (2,283) (2,375) 2 1/2" N/A (2) 10dx1 1/ " MIU3.56/20 (28) 16d (2,520) (2,560) N/A Joist Width = 3 1/2 24" MIU3.56/20 2 1/2" N/A (28) 16d (2) 10dx1 1/2 230 N/A (2,914) N/A Note: Brackets ( ) denote web stiffeners. 2 ½" 3 ½" NOTES: 1. When I-joist is used as a header, all header nails must be 10dx1 1/2", and flange shall be minimum 1 1/2" thick. 2. Web stiffeners are always required for MIU3.56/20 for 24" deep IB900 I-joists. 3. Web stiffeners are required when calculated downward reaction exceeds the following: MIT LSSU HU Table IBU-FC5 Joist Depth IB800 IB900 MIT & MIU MIT HIT MIU 18" 1,500 1,555 1,555 N/A 20" 1,550 1,604 1,604 24" N/A N/A 1616 Note (2) MIU WPU THAI HIT 3" 4. Numbers in brackets thus (1950) indicate maximum end reaction limit of I-joist with web stiffeners (lbs.) and must not be exceeded. 5. See Simpson Connector Selection Guide for all other applications. 32 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

33 CANTILEVER FRAMING DETAILS Cantilever Detail for Balconies Lumber Cantilever Detail for Balconies Cantilever extension supporting uniform floor loads only Attach I-joists to plate at all supports per Detail 1B Full depth backer block with 1 / 8" gap between block and top flange of I-joist, See Detail 1H. Nail with two rows of 10d 6" o.c. and clinch 2 x 8 min. Nail to backer block and joist with two rows of 10d 6" o.c. and clinch. (Cantilever nails may be used to attach backer block if length of nail is sufficient to allow clinching Attach 1B I-joists to plate at all supports per Detail 1B Rimboard, or wood structural panel I-joist or rimboard Cantilever extension supporting uniform floor loads only CAUTION: Cantilevers formed this way must be carefully detailed to prevent moisture intrusion into the structure and potential decay of untreated I-joist extensions 3 ½" min. bearing required L/4 4' maximum, where L is joist span Lumber or wood structural panel closure 3 ½" min. bearing required I-joist or rimboard 1 ½" x L 4' minimum L 4' maximum, where L is length of cantilever Brick-to-Grade Cantilever Detail A Typical Joist Condition Nail rimboard to 2 x 8 (min.) blocking with one-10d 3" nail at 6" o.c Load-bearing wall Nail rimboard to I-joist using one-8d, 2 ½" nail in each flange and nail I-joist to sill plate using one-8d, 2 ½" nail at each side at bearing 1 1 / 8" rimboard 2 x 8 (min.) blocking panel between each I-joist. Nail to top plate with two rows of 10d, 3" nails at 6" o.c. 5" max. I-joist (see note 2) Double top plate Load-bearing wall * Refer to notes on page 34. / ** Details on pages 6 to 8. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

34 CANTILEVER FRAMING DETAILS (CONTINUED) Brick-to-Grade Cantilever Detail B Perpendicular I-Joist Blocking Condition Limit maximum uplift a backspan to: 200 lbs. unfactored reaction (350 lbs. factored reaction) Toenail I-joist to girder using two-10d, 3" nails at top and bottom flange Load-bearing wall 2 x 6 web stiffeners on both sides of web nailed to I-joist using six-10d, 3" nails in staggered rows Girder joist (see note 2) 24" o.c. (max.) nailed to sill plate using one-8d, 2 ½" nail at each side at bearing (see note 2) * Refer to notes below. Double top plate 5" max. Load-bearing wall 1 1/8" rimboard Nail rimboard to I-joist using one-8d, 2 ½" nail in each flange Nail rimboard to 2 x 8 (min.) blocking with 10d, 3" nails at 6" o.c. Six- 10d nails (min. three thru OSB web into each stiffener) 2 x 8 (min.) blocking panel between each I-joist. Nail to top plate with two rows of 10d, 3" nails at 6" o.c. Brick-to-Grade Cantilever Detail C Corner Condition 5" max. Nail LVL using four-10d nails Girder (see note 2) Pack out I-joist web with filler blocks as required and nail LVL to I-joist using four-10d nails 2 x six web stiffeners on both sides of web nailed to I-joists using six-10d nails in staggered rows. Six-10d nails (min. three thru OSB web into each stiffener) Toenail I-joists to girder using two-10d nails at top and bottom flange. 1 1 / 8" rimboard. Do not splice rimboard within 8'-0" of the outside corner 1 ¾" x Joist Depth LVL (see note 2) 10d 3" o.c. (max.) through rimboard into LVL Nail rimboard to 2 x 8 (min.) blocking using 10d nails at 6" o.c. Nail rimboard to I-joist using one-8d nail in each flange and nail I-joist to sill plate using one-8d nail at each side at bearing 2 x 8 (min.) blocking panel between each I-joist. Nail to top plate with two rows of 10d nails at 6" o.c. Load-bearing wall (w/ double top plate) 24" o.c. (max.) nailed to sill plate using one-8d nail at each side at bearing (see note 2) NOTES (for all brick-to-grade cantilever details): 1. Details applicable to residential applications only. 2. IB MAX-CORE I-Joists and LVL shall be properly designed to carry the cantilever loads. Reinforcement may be required Maximum uplift at backspan shall be limited to 200 lbs. unfactored reaction (or 350 lbs. factored reaction) Girder shall be properly designed to carry the IB MAX-CORE I-Joists and LVL. Double I-joist and filler blocking may be required. 3. Indicated nails are box nails or equivalent: 8d, minimum 0.113" diameter x 2 ½" long 10d, minimum 0.128" diameter x 3" long 4. Full-depth blocking panels may be installed directly over the wall instead of the flat 2 x 8 blocking shown. 5. Details shown are adequate for end stability of the IB MAX-CORE I-Joist itself. Additional lateral resistance may be required in high wind and/ or seismic load areas. Consult with the project design professional of record. 34 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

35 CANTILEVER FRAMING DETAILS (CONTINUED) Cantilever Detail for Vertical Building Offset IB Max-Core I-Joists shall be properly designed to carry all applied loads, including the offset vertical loads. METHOD 1 SHEATHING REINFORCEMENT ONE SIDE Rimboard or wood structural panel closure ( 23 / 32" minimum thickness), attach per Detail 1B 6" Blocking panel or rimboard blocking, attach per Detail 1G Attach I-joist to plate per Detail 1B METHOD 2 SHEATHING REINFORCEMENT TWO SIDES Use same installation as Method 1 but reinforce both sides of I-joist with sheathing 8d nails 3 ½" min. bearing required 2'-0" maximum 2'-0" minimum Use nailing pattern shown for Method 1 with opposite face nailing offset by 3" Cantilever Detail for Vertical Building Offset (Alternate method) See cantilever reinforcement chart for appropriate reinforcement method. Alternate Method Double I-joist Rimboard, or wood structural panel closure ( 23 / 32" minimum thickness), attach per Detail 1B Blocking panel or rimboard blocking, attach per Detail 1G Attach I-joists to top plate at all supports per Detail 1B 3 ½" min. bearing required 2'-0" maximum 4'-0" minimum See double I-joist construction detail Diagram IBUC-DJI page 25 Block I-joists together with filler blocks for the full length of the reinforcement. For I-joist flange widths greater than 3 inches place an additional row of 10d nails along the centerline of the reinforcing panel from each side. Clinch when possible * Refer to notes on page 6 to 8. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

36 CANTILEVER REINFORCEMENT FOR FLOORS TABLE IBUC-CR1 Cantilever Reinforcement Chart (all IB I-Joist Series) US-ASD ROOF DESIGN LOADS COMMERCIAL RESIDENTIAL Joist Depth 9 1/2" 11 7/8" 14" 16" 18" 20" Roof Truss Span TL=35 psf (Snow up to 20 psf, DL=15 psf) TL=45 psf (Snow up to 30 psf, DL=15 psf) TL=55 psf (Snow up to 40 psf, DL=15 psf) Joist Spacing Joist Spacing Joist Spacing 12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24" 26' N N N 1 N N 1 2 N N 1 X 28' N N N 1 N N 1 2 N 1 2 X 30' N N N 1 N N 1 2 N 1 2 X 32' N N N 1 N N 1 X N 1 2 X 34' N N 1 2 N 1 1 X N 1 2 X 36' N N 1 2 N 1 2 X N 2 X X 26' N N N N N N N 1 N N N 1 28' N N N N N N N 1 N N ' N N N N N N N 1 N N ' N N N N N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N 1 1 N ' N N N 1 N N 1 2 N 1 1 X 26' N N N N N N N 1 N N N 1 28' N N N N N N N 1 N N N 1 30' N N N N N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N 1 1 N N ' N N N 1 N N 1 1 N ' N N N 1 N N 1 2 N ' N N N N N N N 1 N N N 1 28' N N N N N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N 1 1 N N ' N N N 1 N N 1 1 N N ' N N N 1 N N 1 2 N ' N N N 1 N N 1 2 N ' N N N 1 N N 1 2 N ' N N N N N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N 1 1 N N ' N N N 1 N N 1 1 N N ' N N N 1 N N 1 2 N ' N N N 1 N N 1 2 N ' N N N 1 N N 1 2 N ' N N 1 1 N N 1 2 N 1 2 X 44' N N 1 1 N N 1 2 N 1 2 X 26' N N N 1 N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N N 1 N N ' N N N 1 N N 1 1 N N ' N N N 1 N N 1 1 N ' N N N 1 N N 1 2 N ' N N N 1 N N 1 2 N ' N N 1 1 N N 1 2 N ' N N 1 1 N N 1 2 N 1 2 X 44' N N 1 1 N N 1 2 X 46' N N 1 2 N N 1 2 X Roof truss span See table on left for I-joist reinforcement requirements at cantilever. Girder truss Roof trusses Roof truss span 2' 0" maximum 13' 0" maximum Hip trusses 2' 0" maximum For hip roofs with the hip trusses running parallel to the cantilevered floor joists, the I-joist reinforcement requirements for a span of 26 ft. shall be permitted to be used. NOTES: 1. Code Key a. N=No reinforcement required b. 1=IB MAX-CORE I-Joists reinforced with 23 / 32 OSB structural panel or OSB rimboard on both sides, or double I-joist c. X=Try a deeper joist or closer spacing 2. Maximum load shall be: 15 psf roof dead load, 55 psf floor total load, (40 psf live load plus 15 psf dead load), and 80 plf wall dead load. Wall is based on 3-0 minimum width window or door openings. For larger openings, or multiple 3-0 width openings spaced less than 6-0 o.c., additional joists beneath the opening s cripple studs may be required. 3. Table IBUC-CR1 applies to joists inches o.c. Use 12 inch o.c. requirements for lesser spacing. 4. For conventional roof construction using a structural ridge beam, the Roof Truss Span column is equivalent to the horizontal distance between the supporting wall and the ridge beam. When the roof is framed using a ridge board (non-structural ridge element) and ceiling joists tie the roof together at the top of the exterior walls, the Roof Truss Span is equivalent to the horizontal distance between the supporting walls as if a truss is used. 36 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

37 FIRE & SOUND RATED ASSEMBLIES DISCUSSION Fire rated assemblies are required for multi-family residential and commercial buildings under the International Building Code (IBC). A 1 or 2 hour fire-rated floor / ceiling separation assembly may be required for floors with wood I-joists depending on the type of building construction (chapter 6), occupancy classification (chapter 3), and building height and area (chapter 5). Most wood framed buildings fit building construction types III and V. IBC tables 503 and 601 are a good place to start for determining fire-rating requirements and restrictions for your particular building. A minimum sound transmission class (STC) rating of 50 and a minimum impact insulation class (IIC) are both required for floor assemblies for multi-family and commercial buildings under the International Building Code (IBC). These building types must meet the STC-IIC sound rating minimum requirements in addition to applicable fire-rating requirements. IB ITS LISTED ASSEMBLIES AND GENERIC ASSEMBLIES IN IBC IB MAX-CORE I-Joists are listed with Intertek Testing Service (ITS), an accredited test lab and listing service recognized by the International Codes Council (ICC). The IB-ITS 1-hour fire-rated floor / ceiling assembly IBI/MWP example on page 38 most closely matches assembly item number of the generic assemblies listed in IBC table 720.1(3). It is also possible to achieve a 1-hour fire-rated floor / ceiling separation using IB MAX-CORE I-Joists with a single layer of 5/8" thick type C gypsum board ceiling if a minimum of 1 ½" rock wool insulation (2.5 pcf density) is used (see IB-ITS assembly 60.01). For details of construction, refer to the complete IB-ITS fire listing. Other fire and sound rated assemblies are available in IBC table (3). The free download APA Report PR-S205, includes additional fire-rated assemblies and indicates which specific IB MAX-CORE I-Joist series applies to each one. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST

38 Sample IB MAX-CORE I-Joist Fire-Rated Assembly Detail: Design No. IBI/MWP Assembly Rating: 60 Minutes Floor/Ceiling Assembly NOTES FOR ITS F/C ASSEMBLY 60.02: Legend: 1. Gypsum underlayment (optional for fire rating) Minimum / 32" thick OSB or plywood subfloor (minimum 23 / 32" thickness required for 24" o.c. spacing) 3. IB MAX-CORE I-Joists, minimum 9 ½" deep, maximum 24" o.c. 4. Maximum 3 ½" fiberglass insulation (optional for fire rating) 5. Resilient channels at 16" o.c. 6. Two layers of ½" thick Type X gypsum wallboard finish ceiling ITEMS THAT MAY BE ADDED TO THE ASSEMBLIES TO INCREASE SOUND RATINGS IIC Ratings (source: ITS Report Number COQ-004) Adding a second 5 / 8 " sub-floor adds 2 points Adding 5 / 8 " sub-floor plus 1 / 16 " building paper adds 3 points Adding Vinyl floor covering adds 2 points Adding Hardwood floor covering adds 2 points Adding Carpet and Underlay adds 20 points STC Ratings (source: NBCC-2005, Vol. 2 Table A B footnotes) Each 2" of insulation added to minimum 6" thickness adds 1 point Each 2" of I-joist depth over minimum depth shown adds 1 point Increase I-joist spacing from 16" to 24" o.c. adds 1 point 38 INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST 2016

39 STORAGE, HANDLING & SAFETY GUIDELINES To assure optimum performance and safe handling, IB MAX-CORE I-Joists must be stored and applied properly. The following guidelines will help protect joists from damage in storage, during shipment, and on the construction site, and protect the installer from jobsite injury. STORAGE AND HANDLING 1. Store, stack and handle IB MAX-CORE I-Joists vertically and level only. 2. Do not store IB MAX-CORE I-Joists in direct contact with the ground and / or flatwise. 3. Protect IB MAX-CORE I-Joists from weather, and use stickers to separate bundles. 4. When handling IB MAX-CORE I-Joists with a crane on the job site ( picking ), take a few simple precautions to prevent damage to the I-joists and injury to your work crew. a. Pick I-joists in bundles as shipped by supplier. b. Orient the bundles so that the webs of the I-joists are vertical. c. Pick the bundles at the 5th points, using a spreader bar if necessary. 5. To further protect IB MAX-CORE I-Joists from dirt and weather, do not open bundles until time of installation. 6. Take care not to damage IB MAX-CORE I-Joists with forklifts or cranes. 7. Do not twist or apply loads to the IB MAX-CORE I-Joist when horizontal. 8. Never use or try to repair a damaged IB MAX-CORE I-Joist. Illustration 1 Illustration 2 Illustration 3 Illustration 4 Illustration 5 Illustration 6 Illustration 7 Illustration 8 SAFETY TIPS 1. Do not allow workers to walk on IB MAX-CORE I-Joists until joists are fully installed and braced, or serious injuries can result. 3. IB MAX-CORE I-Joists are not stable until completely installed, and will not carry any load until fully braced and sheathed. 2. Never stack building materials over unsheathed IB MAX-CORE I-Joists. Stack only over beams or walls. INTERNATIONAL BEAMS US I-JOIST DESIGN MANUAL AUGUST