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DESIGN MANUAL-CANADAMAX-CORE I-JOIST

2— INTERNATIONAL BEAMS | CANADIAN I-JOIST DESIGN MANUAL | AUGUST 2016

FRAMED BYQUALITY — BUILT WITHSUCCESS

OUR COMPANY

OUR WARRANTY

OUR GUARANTEE

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.

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.

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.

—3INTERNATIONAL BEAMS | CANADIAN I-JOIST DESIGN MANUAL | AUGUST 2016

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, www.ibewp.com, 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 | CANADIAN I-JOIST DESIGN MANUAL | AUGUST 20164—

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.

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.

ENGINEERED WOOD PRODUCTS

FLOOR PERFORMANCE

INTERNATIONAL BEAMS | CANADIAN I-JOIST DESIGN MANUAL | AUGUST 2016 —5

DESIGN SERVICES

ENGINEERING RESPONSIBILITYPOSITION STATEMENT

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 [email protected], or contact your local distributor which may be indicated on the back cover of this literature.

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.


IB400

IB800 IB900

2 ½"2 ½"

2 ½"2 ½"

3 ½ " 3 ½ "3 ½ " 3 ½ "

3 ½ " 3 ½ "3 ½ " 3 ½ "

3 ½ " 3 ½ "3 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 " 1 ½ "

9 ½" 11 7/8 " 11 7/8 " 11 7/8 "14" 16" 14"16" 18" 20" 14 " 16" 18" 20" 24"

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 "

IB600

* Refer to notes on page 9.

PRODUCT DETAILS

1D 1E

1G

1B 1C

1J1A 1N 1M1F1J

1H 1K

1Ga

Some framing requirements such as erection bracing and blocking panels have been omitted for clarity

Glulam or multiple Structural Composite Lumber (SCL) headers

Holes may be cut in web for plumbing, wiring and duct work.

NOTE: Never cut or notch flanges

Glulam or multiple SCL headers

Use code approved hangers

RESIDENTIAL LINE (IB400, IB600, IB800 AND IB900 THRU 16”) AND COMMERCIAL LINE (IB800 AND IB900 18” – 24”)

IB MAX-CORE I-JOIST PRODUCT LINE DIAGRAM

FLOOR FRAMING & CONSTRUCTION DETAILS

—7INTERNATIONAL BEAMS | CANADIAN I-JOIST DESIGN MANUAL | AUGUST 2016* Refer to notes on page 9.

1A 1B

1C 1D

1E 1F 1G

1Ga 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 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

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

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.

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

For 1 1/8" OSB rimboard 18" to 24" deep, maximum uniform vertical load =3200 plf

One-8d nail at top and bottom flange Attached rimboard to top plate using 8d box toenails @ 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.

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

Attach I-joist per 1B

Attach rim joist to top plate per 1A

Minimum 1 ¾" bearing required

Rim joist blocking panel per 1A

Squash block

Provide lateral bracing per 1A, 1B, or 1C

1/16" for lumber squash blocks

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 0.113 inch diameter by 2 ½ inches long. 8d common nail is 0.131 inch diameter by 2 ½ inches long. 10d box nail is 0.128 inch diameter by 3 inches long. 10d common nail is 0.148 inch diameter by 3 inches long. Individual components not shown to scale for clarity.

Transfer load from above to bearing below. Install squash blocks per 1-d. Match bearing are of blocks below to post above

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

Wall sheathing as required

Rimboard may be used in lieu of I-joists. Backer is not required when rimboard is used.

Provide backer for siding attachment unless nailable sheathing is used

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

Joist attachment per detail IB

8d nails at 6" o.c.

Blocking panel see details 1A and 1B

FLOOR FRAMING & CONSTRUCTION DETAILS (Continued)

8— INTERNATIONAL BEAMS | CANADIAN I-JOIST DESIGN MANUAL | AUGUST 2016 * Refer to notes on page 9.

1H

1J 1K

1M 1N

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)

Top- or face-mounted hanger Double I-joist header

Note: Unless hanger sides laterally support the top flange, bearing stiffeners shall be used

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

* 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"

Glulam or multiple structural composite lumber (SCL) beams

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

2x plate flush with inside face of wall or beam

Top-mounted hanger installed per manufacturer's recommendations

NOTE: Unless hanger sides laterally support the top flange, bearing stiffeners shall be used

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.

Backer block attach per 1H. Nail with twelve-10d nails, clinch when possibleFiller block

Maximum factored support = 1280 lbsNOTE: Blocking required at bearing for lateral support, not shown for clarity

Do not bevel-cut joist beyond inside face of wall

Attach I-joist per detail 1B

FLOOR FRAMING & CONSTRUCTION DETAILS (Continued)

Flange Width Material Thickness Required* Minimum Depth**

2 ½" 1" 5 ½"

3 ½" 1 ½" 7 ¼"


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.

10. Restrain ends of floor joists to prevent rollover. Use rimboard (or equivalent rim joists) or IB MAX-CORE

I-Joist blocking panels.

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.

FLOOR INSTALLATION NOTES


2G

2B 2C

2A 2D

2J2I 2H 2K

Blocking panels not shown for clarity

APA rated OSB sheathing or equal

Nail according to APA recommendations

Temporary construction bracing

ROOF FRAMING & CONSTRUCTION DETAILS


2A 2B

2D

2E 2F

UPPER END, BEARING ON WALL 8d nails @ 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

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

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 hangerBeveled bearing

stiffener required each side

Attached beveled plate to framing with

one-16d at 16" o.c.

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

Adjustable slope hanger with an appropriate uplift capacity

For roof slopes between ¼:12 and 12:12, provide a strap wrapped around

ridge beam

BEVELED BEARING STIFFENER REQUIRED EACH SIDE

Ridge beam (Glulam or LVL)

Blocking panel or x-bridging.

Attached per Fig. 2A

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

Attach bevelled plate to framing with

one-16d at 16" o.c.Support beam or wall

RAFTER CONNECTION WITH OVERLAPPING I-JOISTS

Eight-8d nails each side

Filler block eight-8d nails four each side

Support beam or wallAttach bevel plate to beam or wall per Fig. 2D

Attach each I-joist to beveled top plate per Fig. 2A

Filler block

Blocking panel, attach per Fig. 2A

ROOF OPENING TOP MOUNTED HANGERS

Bearing stiffeners required when hanger does NOT support I-joist top flange

Application limited to 4:12 pitch or less

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"

Top mounted hanger per manufacturer's recommendations

Filler blocking (attach per Fig. 1H)

Note: Additional connection may be required for wind uplift

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 0.113 inch diameter by 2 ½ inches long. 8d common nail is 0.131 inch diameter by 2 ½ inches long. 10d box nail is 0.128 inch diameter by 3 inches long. 10d common nail is 0.148 inch diameter by 3 inches long. Individual components not shown to scale for clarity.

ROOF FRAMING & CONSTRUCTION DETAILS (Continued)

I-JOIST CONNECTION WITH WOOD STRUCTURAL PANEL GUSSETS

24"

I-JOIST TO RIDGE BEAM CONNECTION2C


2H

2J2I

2L

2K

ROOF OPENING, FACE-MOUNTED HANGERS

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

BIRDSMOUTH CUT & BEVEL CUT BEARING STIFFENER

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

BIRDSMOUTH CUT WITH OVERHANG (PERMITTED ON LOW END OF I-JOIST ONLY)

BLOCKING PANEL AT BEVELED PLATE

Bearing stiffener required each side

Attach joist to top plate per Fig. 2H

1/8" gap at top

Blocking panel or x-bridging

Bearing stiffener (shown on blocking panel side only) Attach blocking per detail 2ABirdsmouth cut

at bearing2'-0" maximum

Blocking panel attach per Fig. 2A

Attach I-joist to be bevelled plate per Fig. 2A

Bevelled plateOverhang

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.

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")

Toenail blocking to end wall for roof sheathing ≤ 5/8". Match nail type and spacing with roof sheathing edge nailing. Use minimum 8d nails

Block between outriggers

End Wall

NOTE: Additional connection may be required for wind uplift

2G

OUTRIGGER

ROOF FRAMING & CONSTRUCTION DETAILS (Continued)

Do not notch I-joist flange

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


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.


IB MAX-CORE I-JOIST TABLESTABLE IBC-EP1

Engineering Properties of IB400, IB600, IB800 and IB900 Series Depth I-Joists (Limit State Design)(*1)

RESI

DEN

TIAL

IB400

2 ½"2 ½"

2 ½"2 ½"

1 ½ " 1 ½ " 1 ½ " 1 ½ "

9 ½" 11 7/8 " 14" 16"

3/8 " 3/8 " 3/8 " 3/8 "

IB600

3 ½"3 ½"

3 ½"

1 ½ " 1 ½ " 1 ½ "

11 7/8 " 14" 16"

3/8 " 3/8 " 3/8 "

3 ½"3 ½"

3 ½"

1 ½ " 1 ½ " 1 ½ "

11 7/8 " 14" 16"

7/16 " 7/16 " 7/16 "

IB900IB800

Series Joist Depth

Bending Stiffness(*2), EI, (x106 lbf-in.2)

Factored Moment

Resistance(*3), M (ft-lbf)

Factored Shear Resistance(*4),

V (lbf)

Shear Deflection Factor(*5),

K (x106 lbf)

I-Joist Self-Weight (plf)

IB400

9 1/2" 198 4,657 1,870 4.94 2.6

11 7/8" 336 6,038 2,336 6.18 2.9

14" 494 7,268 2,762 7.28 3.1

16" 673 8,424 3,157 8.32 3.3

IB600

9 1/2" 235 6,420 2,162 4.94 2.6

11 7/8" 399 8,316 2,478 6.18 2.9

14" 585 10,012 2,762 7.28 3.1

16" 799 11,609 3,157 8.32 3.3

IB800

11 7/8" 552 11,775 2,502 6.18 3.7

14" 807 14,187 2,762 7.28 3.9

16" 1,094 16,449 3,157 8.32 4.1

IB900

11 7/8" 604 14,677 3,038 6.18 3.9

14" 884 17,680 3,354 7.28 4.1

16" 1,199 21,015 3,677 8.32 4.3


Engineering Properties of IB800 and IB900 Series Depth I-Joists (Limit State Design)(1)

NOTES:1. Design values were developed in accordance with

CAN/CSA-086, "Engineering Design in Wood," Limit States Design (LSD) for standard term load duration (KD=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. Factored moment resistance (M) shall not be increased by any

Code-allowed system factor. 4. Factored shear resistance (V) of the I-joist with a minimum end

bearing of 4 inches with web stiffeners. I-joist without web stiffeners and reaction-limited smaller bearings may have lower capacities. See table IBC-ER1 and IBC-IR1 for web stiffener requirements which may 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 the US, refer to our US literature.

Equation #1 (Uniform Load)

Equation #2 (Center-Point Load)

Where: ∆ = Calculated deflection (inches) W = Unfactored uniform load (lbf/inch) L = Design span (inches) EI = Bending stiffness of the I-joist (lbf/in2) K = Shear deflection factor P = Concentrated load (lbf)

COM

MER

CIAL

TABLE IBC-EP2

3/8" 3/8"

3 ½ "

3 ½ "3 ½ "

1 ½ " 1 ½ " 1 ½ "

18" 20" 24"

7/16 " 7/16 "

3 ½ "

3 ½ "

1 ½ " 1 ½ "

18" 20"

7/16 "

IB800 IB900

Series Joist Depth

Bending Stiffness(2), EI, (x106 lbf-in.2)

Factored Moment

Resistance(3), M (ft-lbf)

Factored Shear Resistance(4),

V (lbf)

Shear Deflection Factor(5),

K (x106 lbf)

I-Joist Self-Weight (plf)

IB80018" 1,445 18,519 3,630 9.36 4.3

20" 1,799 20,591 4,104 10.40 4.5

IB900

18" 1,565 23,759 3,962 11.52 4.5

20" 1,984 26,296 4,254 12.80 4.7

24" 2,985 31,285 4,830 15.36 5.1

5wL4

384EIwL2

K+=∆

PL3

48EI2PL

K+=∆


Factored End Reaction Resistance (ER) of IB400, IB600, IB800 and IB900 Series Depth I-Joists (Limit State Design)(1)

Factored Interior Reaction Resistance (IR) of IB400, IB600, IB800 and IB900 Series Depth I-Joists (Limit State Design)(1)

NOTES:1. Design values were developed in accordance with

CAN/CSA-086, "Engineering Design in Wood." Limit States Design (LSD) for standard term load duration (KD=1). All values, except EI and K, are permitted to be adjusted for other load durations as permitted by CAN/CSA-086.

2. Interpolation of the factored end reaction resistances between 1 3/4 inches and 3 1/2 inches is permitted.

3. Interpolation of the factored interior reaction resistances between 3 1 /2 inches and 5 1 /2 inches is permitted.

TABLE IBC-ER1

TABLE IBC-IR1

Series Joist Depth

END REACTION(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

IB400

9 1/2" 1,768 1,870 1,784 1,870 1,870 1,870 1,870 1,87011 7/8" 1,886 2,241 1,941 2,257 2,312 2,336 2,336 2,336

14" 1,989 2,573 2,044 2,596 2,446 2,762 2,446 2,76216" 2,091 2,880 2,139 2,912 2,446 3,157 2,446 3,157

IB600

9 1/2" 1,768 1,870 1,799 2,162 1,870 2,162 1,870 2,16211 7/8" 1,886 2,241 1,957 2,478 2,312 2,478 2,336 2,478

14" 1,989 2,573 2,107 2,762 2,446 2,762 2,446 2,76216" 2,091 2,880 2,241 3,038 2,446 3,157 2,446 3,157

IB800

11 7/8" 1,886 2,241 2,028 2,502 2,312 2,502 2,336 2,50214" 1,989 2,573 2,107 2,762 2,446 2,762 2,446 2,76216" 2,091 2,880 2,241 3,157 2,446 3,157 2,446 3,15718" N/A N/A 2,375 3,583 2,446 3,630 2,525 3,63020" N/A N/A 2,446 3,883 2,446 4,104 2,604 4,104

IB900

11 7/8" 1,886 2,241 2,210 2,502 2,849 2,849 2,975 3,03814" 1,989 2,573 2,210 2,762 2,849 3,094 2,975 3,35416" 2,091 2,880 2,241 3,157 2,849 3,677 2,975 3,67718" N/A N/A 2,375 3,583 2,644 3,862 2,975 3,96220" N/A N/A 2,446 3,898 2,644 4,230 2,975 4,25424" N/A N/A 2,320 4,546 2,644 4,672 2,975 4,830

Series Joist Depth

INTERIOR REACTION(3) (lbs)3 1/2” Bearing 5 1/2” Bearing

No stiffeners Stiffeners No stiffeners Stiffeners

IB400

9 1/2" 3,409 3,741 3,741 3,74111 7/8" 3,946 4,411 4,435 4,672

14" 3,946 4,411 4,893 5,45316" 3,946 4,411 4,893 5,761

IB600

9 1/2" 3,409 4,325 3,741 4,32511 7/8" 3,946 4,853 4,435 4,956

14" 3,946 5,074 4,893 5,45316" 3,946 5,288 4,893 5,761

IB800

11 7/8" 4,435 4,956 4,435 4,95614" 4,767 5,524 4,893 5,52416" 4,893 6,313 4,893 6,31318" 4,893 6,669 4,893 6,66920" 4,893 6,866 4,893 6,866

IB900

11 7/8" 5,295 5,295 5,295 5,29514" 5,295 5,571 5,295 5,77716" 5,295 6,187 5,295 6,45518" 5,295 6,740 5,295 7,32420" 5,295 7,260 5,295 7,89224" 5,295 8,128 5,295 8,128

FACT

ORED

BEA

RIN

G RE

SIST

ANCE

FACT

ORED

BEA

RIN

G RE

SIST

ANCE


IB400 Maximum Floor Spans (Limit State Design)(*1)

TABLE IBC-MF1

40 psf Unfactored Live Load (1 3/4" end bearings and 3 1/2" interior bearing without stiffeners) 15 psf Unfactored Dead Load Limit State Design (LSD) 100% Load Duration (L/360 live load, L/240 total load deflection criteria)

Joist Depth Floor Span

5/8" subfloor glued and nailed



Spacing of joist (o.c.) Spacing of joist (o.c.) Spacing of joist (o.c.)

12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

9 1/2"

ASingle 15'-10" 15'-0" 14'-6" 16'-9" 15'-9" 15'-2" 14'-6" 17'-6" 16'-6" 15'-10" 14'-9"

Continuous 17'-3" 16'-3" 15'-9" 18'-3" 17'-2" 16'-6" 15'-4" 19'-3" 17'-11" 17'-1" 15'-4"

BSingle 16'-4" 15'-5" 14'-11" 17'-2" 16'-2" 15'-7" 14'-9" 17'-10" 16'-10" 16'-0" 14'-9"

Continuous 17'-9" 16'-9" 16'-3" 18'-10" 17'-7" 16'-11" 15'-4" 19'-10" 18'-5" 17'-4" 15'-4"

CSingle 18'-1" 17'-1" 16'-0" 18'-9" 17'-1" 16'-0" 14'-9" 18'-10" 17'-1" 16'-0" 14'-9"

Continuous 19'-11" 18'-7" 17'-1" 20'-9" 18'-9" 17'-1" 15'-4" 21'-2" 18'-9" 17'-1" 15'-4"

DSingle 16'-9" 15'-10" 15'-4" 17'-5" 16'-6" 15'-11" 14'-9" 18'-1" 17'-1" 16'-0" 14'-9"

Continuous 18'-2" 17'-2" 16'-7" 19'-1" 17'-10" 17'-1" 15'-3" 19'-11" 18'-8" 17'-1" 15'-3"

11 7/8"

ASingle 17'-9" 16'-9" 16'-2" 18'-11" 17'-8" 17'-0" 16'-4" 20'-0" 18'-7" 17'-9" 17'-0"

Continuous 19'-8" 18'-4" 17'-7" 21'-0" 19'-6" 18'-7" 17'-5" 22'-2" 20'-7" 19'-6" 17'-5"

BSingle 18'-5" 17'-3" 16'-8" 19'-7" 18'-2 17'-6" 16'-9" 20'-7" 19'-2" 18'-4" 17'-4"

Continuous 20'-5" 19'-0" 18'-3" 21'-9" 20'-3" 19'-4" 17'-5" 22'-10" 21'-4" 19'-6" 17'-5"

CSingle 21'-2" 19'-9" 18'-11" 22'-0" 20'-5" 19'-2" 17'-4" 22'-7" 20'-5" 19'-2" 17'-4"

Continuous 23'-4" 21'-4" 19'-6" 24'-2" 21'-4" 19'-6" 17'-5" 24'-8" 21'-4" 19'-6" 17'-5"

DSingle 19'-2" 17'-10" 17'-3" 20'-1" 18'-9" 17'-11" 17'-2" 20'-11" 19'-7" 18'-8" 17'-4"

Continuous 21'-2" 19'-8" 18'-10" 22'-2" 20'-8" 19'-6" 17'-5" 23'-1" 21'-4" 19'-6" 17'-5"

14"

ASingle 19'-9" 18'-4" 17'-7" 21'-1" 19'-6" 18'-7" 17'-9" 22'-2" 20'-7" 19'-8" 18'-6"

Continuous 21'-11" 20'-4" 19'-6" 23'-4" 21'-8" 20'-8" 19'-2" 24'-7" 22'-10" 21'-5" 19'-2"

BSingle 20'-5" 19'-0" 18'-2" 21'-9" 20'-3" 19'-4" 18'-4" 22'-11" 21'-4" 20'-4" 19'-1"

Continuous 22'-9" 21'-2" 20'-3" 24'-2" 22'-6" 21'-5" 19'-2" 25'-5" 23'-6" 21'-5" 19'-2"

CSingle 23'-11" 22'-3" 21'-3" 24'-8" 23'-1" 21'-4" 19'-1" 25'-5" 23'-3" 21'-4" 19'-1"

Continuous 26'-3" 23'-6" 21'-5" 27'-1" 23'-6" 21'-5" 19'-2" 27'-1" 23'-6" 21'-5" 19'-2"

DSingle 21'-5" 19'-11" 19'-1" 22'-6" 20'-11" 20'-0" 18'-11" 23'-4" 21'-10" 20'-10" 19'-0"

Continuous 23'-8" 22'-0" 21'-1" 24'-9" 23'-1" 21'-4" 19'-1" 25'-9" 23'-5" 21'-4" 19'-1"

16"

ASingle 21'-6" 19'-11" 19'-1" 22'-11" 21'-3" 20'-3" 19'-2" 24'-2" 22'-5" 21'-4" 20'-2"

Continuous 23'-10" 22'-1" 21'-2" 25'-5" 23'-7" 22'-6" 20'-0" 26'-9" 24'-10" 23'-4" 20'-0"

BSingle 22'-4" 20'-9" 19'-10" 23'-8" 22'-0" 21'-0" 19'-11" 24'-11" 23'-3" 22'-2" 20'-6"

Continuous 24'-9" 23'-1" 22'-1" 26'-3" 24'-6" 23'-1" 20'-0" 27'-8" 25'-3" 23'-1" 20'-0"

CSingle 26'-4" 24'-6" 22'-11" 27'-1" 25'-2" 23'-0" 20'-6" 27'-10" 25'-2" 23'-0" 20'-6"

Continuous 28'-10" 25'-3" 23'-1" 29'-2" 25'-3" 23'-1" 20'-0" 29'-2" 25'-3" 23'-1" 20'-0"

DSingle 23'-6" 21'-10" 20'-11" 24'-7" 22'-11" 21'-10" 20'-6" 25'-6" 23'-10" 22'-9" 20'-6"

Continuous 25'-11" 24'-1" 23'-0" 27'-1" 25'-3" 23'-0" 19'-11" 28'-2" 25'-3" 23'-0" 19'-11"RESI

DEN

TIAL

(40L

+ 1

5D)


TABLE IBC-MF2







12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

9 1/2"

ASingle 16'-4" 15'-5" 14'-11" 17'-3" 16'-3" 15'-7" 15'-0" 18'-0" 16'-11" 16'-4" 15'-6"

Continuous 17'-9" 16'-9" 16'-2" 18'-11" 17'-8" 17'-0" 16'-4" 19'-11" 18'-6" 17'-9" 16'-11"

BSingle 16'-9" 15'-10" 15'-3" 17'-7" 16'-7" 16'-0" 15'-3" 18'-5" 17'-4" 16'-8" 15'-7"

Continuous 18'-4" 17'-3" 16'-8" 19'-5" 18'-1" 17'-5" 16'-8" 20'-6" 19'-1" 18'-2" 17'-1"

CSingle 18'-8" 17'-6" 16'-11" 19'-5" 18'-1" 16'-11" 15'-7" 20'-0" 18'-1" 16'-11" 15'-7"

Continuous 20'-7" 19'-2" 18'-4" 21'-5" 20'-0" 19'-0" 17'-2" 22'-2" 20'-3" 19'-0" 17'-2"

DSingle 17'-3" 16'-3" 15'-9" 17'-11" 16'-11" 16'-4" 15'-7" 18'-9" 17'-7" 16'-11" 15'-7"

Continuous 18'-10" 17'-7" 17'-1" 19'-10" 18'-5" 17'-8" 17'-0" 20'-8" 19'-3" 18'-5" 17'-2"

11 7/8"

ASingle 18'-5" 17'-3" 16'-8" 19'-8" 18'-3" 17'-6" 16'-9" 20'-9" 19'-3" 18'-4" 17'-5"

Continuous 20'-5" 19'-0" 18'-2" 21'-10" 20'-3" 19'-3" 18'-3" 23'-0" 21'-4" 20'-4" 19'-2"

BSingle 19'-0" 17'-9" 17'-1" 20'-3" 18'-9" 17'-11" 17'-2" 21'-4" 19'-10" 18'-11" 17'-10"

Continuous 21'-2" 19'-8" 18'-10" 22'-6" 20'-11" 19'-11" 18'-11" 23'-8" 22'-0" 21'-0" 19'-10"

CSingle 21'-11" 20'-4" 19'-6" 22'-8" 21'-2" 20'-3" 18'-8" 23'-5" 21'-7" 20'-3" 18'-8"

Continuous 24'-1" 22'-6" 21'-5" 25'-0" 23'-4" 22'-4" 20'-0" 25'-9" 24'-2" 22'-8" 20'-0"

DSingle 19'-10" 18'-5" 17'-9" 20'-10" 19'-5" 18'-6" 17'-8" 21'-9" 20'-3" 19'-4" 18'-3"

Continuous 21'-11" 20'-5" 19'-6" 23'-0" 21'-5" 20'-5" 19'-5" 24'-0" 22'-4" 21'-4" 19'-11"

14"

ASingle 20'-6" 19'-0" 18'-2" 21'-10" 20'-3" 19'-3" 18'-3" 23'-0" 21'-4" 20'-4" 19'-2"

Continuous 22'-9" 21'-1" 20'-2" 24'-3" 22'-5" 21'-5" 20'-0" 25'-6" 23'-8" 22'-7" 20'-0"

BSingle 21'-2" 19'-8" 18'-9" 22'-6" 20'-11" 19'-11" 18'-11" 23'-8" 22'-0" 21'-0" 19'-10"

Continuous 23'-6" 21'-10" 20'-11" 25'-0" 23'-3" 22'-2" 20'-0" 26'-3" 24'-6" 23'-4" 20'-0"

CSingle 24'-8" 23'-0" 21'-11" 25'-5" 23'-9" 22'-8" 21'-4" 26'-2" 24'-7" 23'-1" 21'-4"

Continuous 27'-1" 25'-3" 24'-2" 28'-0" 26'-2" 24'-11" 20'-0" 28'-10" 27'-1" 24'-11" 20'-0"

DSingle 22'-3" 20'-8" 19'-9" 23'-4" 21'-8" 20'-8" 19'-7" 24'-3" 22'-7" 21'-6" 20'-4"

Continuous 24'-6" 22'-9" 21'-10" 25'-8" 23'-11" 22'-10" 19'-11" 26'-9" 24'-11" 23'-9" 19'-11"

16"

ASingle 22'-4" 20'-8" 19'-9" 23'-9" 22'-0" 21'-0" 19'-10" 25'-1" 23'-3" 22'-2" 20'-10"

Continuous 24'-9" 22'-11" 21'-11" 26'-5" 24'-5" 23'-3" 20'-0" 27'-9" 25'-9" 24'-7" 20'-0"

BSingle 23'-1" 21'-5" 20'-6" 24'-6" 22'-9" 21'-9" 20'-7" 25'-6" 24'-0" 22'-11" 21'-7"

Continuous 25'-8" 23'-10" 22'-10" 27'-2" 25'-4" 24'-2" 20'-0" 28'-7" 26'-8" 25'-0" 20'-0"

CSingle 27'-2" 25'-3" 24'-1" 28'-0" 26'-2" 24'-11" 23'-7" 28'-9" 27'-0" 25'-7" 23'-8"

Continuous 29'-9" 27'-9" 25'-0" 30'-9" 28'-10" 25'-0" 20'-0" 31'-8" 29'-8" 25'-0" 22'-9"

DSingle 24'-5" 22'-7" 21'-8" 25'-6" 23'-8" 22'-7" 21'-5" 26'-6" 24'-8" 23'-7" 22'-3"

Continuous 26'-10" 24'-11" 23'-10" 28'-1" 26'-2" 24'-11" 19'-11" 29'-2" 27'-3" 24'-11" 19'-11"RESI

DEN

TIAL

(40L

+ 1

5D)



TABLE IBC-MF3






Spacing of joist (o.c.) Spacing of joist (o.c.) Spacing of joist (o.c.)12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

11 7/8"

ASingle 19'-9" 18'-3" 17'-7" 21'-1" 19'-6" 18'-7" 17'-8" 22'-3" 20'-7" 19'-7" 18'-6"

Continuous 22'-0" 20'-4" 19'-5" 23'-5" 21'-8" 20'-8" 19'-6" 24'-8" 22'-11" 21'-9" 20'-6"

BSingle 20'-4" 18'-10" 18'-0" 21'-7" 20'-0" 19'-1" 18'-1" 22'-9" 21'-1" 20'-1" 18'-11"

Continuous 22'-8" 21'-0" 20'-1" 24'-0" 22'-3" 21'-3" 20'-1" 25'-3" 23'-6" 22'-4" 21'-1"

CSingle 23'-4" 21'-8" 20'-8" 24'-2" 22'-6" 21'-5" 20'-3" 24'-11" 23'-3" 22'-3" 20'-9"

Continuous 25'-8" 23'-11" 22'-10" 26'-7" 24'-10" 23'-9" 22'-5" 27'-6" 25'-8" 24'-7" 22'-5"

DSingle 21'-4" 19'-9" 18'-10" 22'-4" 20'-9" 19'-9" 18'-9" 23'-3" 21'-8" 20'-8" 19'-6"

Continuous 23'-6" 21'-10" 20'-10" 24'-8" 22'-11" 21'-10" 20'-9" 25'-8" 23'-11" 22'-10" 21'-6"

14"

ASingle 22'-0" 20'-4" 19'-5" 23'-5" 21'-8" 20'-7" 19'-6" 24'-8" 22'-10" 21'-9" 20'-6"

Continuous 24'-5" 22'-7" 21'-7" 26'-0" 24'-1" 22'-11" 21'-8" 27'-5" 25'-5" 24'-2" 22'-9"

BSingle 22'-8" 20'-11" 20'-0" 24'-0" 22'-3" 21'-2" 20'-1" 25'-3" 23'-5" 22'-4" 21'-0"

Continuous 25'-2" 23'-4" 22'-3" 26'-8" 24'-9" 23'-7" 22'-4" 28'-0" 26'-1" 24'-10" 23'-5"

CSingle 26'-3" 24'-4" 23'-3" 27'-1" 25'-3" 24'-1" 22'-9" 27'-11" 26'-1" 24'-11" 23'-6"

Continuous 28'-10" 26'-10" 25'-7" 29'-10" 27'-10" 26'-7" 24'-2" 30'-9" 28'-10" 27'-6" 24'-2"

DSingle 23'-10" 22'-1" 21'-1" 24'-11" 23'-2" 22'-1" 20'-11" 25'-11" 24'-2" 23'-0" 21'-8"

Continuous 26'-4" 24'-5" 23'-4" 27'-7" 25'-7" 24'-5" 23'-1" 28'-8" 26'-8" 25'-5" 24'-0"

16"

ASingle 23'-11" 22'-1" 21'-1" 25'-6" 23'-7" 22'-5" 21'-2" 26'-10" 24'-10" 23'-8" 22'-3"

Continuous 26'-7" 24'-7" 23'-6" 28'-4" 26'-2" 24'-11" 23'-6" 29'-9" 27'-7" 26'-3" 24'-9"

BSingle 24'-8" 22'-10" 21'-9" 26'-2" 24'-3" 23'-1" 21'-10" 27'-6" 25'-6" 24'-4" 22'-11"

Continuous 27'-5" 25'-5" 24'-3" 29'-0" 26'-11" 25'-8" 24'-3" 30'-6" 28'-4" 27'-0" 24'-9"

CSingle 28'-10" 26'-9" 25'-7" 29'-9" 27'-9" 26'-6" 25'-0" 30'-7" 28'-7" 27'-4" 25'-9"

Continuous 31'-8" 29'-5" 28'-1" 32'-11" 30'-6" 29'-2" 24'-9" 34'-2" 31'-6" 30'-1" 24'-9"

DSingle 26'-1" 24'-2" 23'-1" 27'-3" 25'-4" 24'-1" 22'-10" 28'-4" 26'-4" 25'-1" 23'-8"

Continuous 28'-9" 26'-8" 25'-6" 30'-1" 27'-11" 26'-8" 24'-9" 31'-3" 29'-1" 27'-9" 24'-9"RESI

DEN

TIAL

(40L

+ 1

5D)



TABLE IBC-MF4


(40L

+ 1

5D)







11 7/8"

ASingle 20'-2" 18'-8" 17'-10" 21'-6" 19'-11" 18'-11" 17'-11" 22'-8" 21'-0" 20'-0" 18'-10

Continuous 22'-5" 20'-9" 19'-10" 23'-11" 22'-1" 21'-0" 19'-11" 25'-2" 23'-4" 22'-2" 20'-11"

BSingle 20'-9" 19'-2" 18'-4" 22'-0" 20'-5" 19'-5" 18'-4" 23'-2" 21'-6" 20'-5" 19'-3"

Continuous 23'-1" 21'-4" 20'-5" 24'-6" 22'-8" 21'-7" 20'-5" 25'-9" 23'-11" 22'-9" 21'-6"

CSingle 23'-9" 22'-0" 21'-0" 24'-7" 22'-11" 21'-10" 20'-7" 25'-5" 23'-8" 22'-7" 21'-4"

Continuous 26'-2" 24'-4" 23'-2" 27'-1" 25'-3" 24'-1" 22'-9" 28'-0" 26'-2" 25'-0" 23'-7"

DSingle 21'-9" 20'-1" 19'-3" 22'-9" 21'-1" 20'-2" 19'-1" 23'-9" 22'-1" 21'-0" 19'-10"

Continuous 24'-0" 22'-3" 21'-3" 25'-2" 23'-4" 22'-3" 21'-1" 26'-2" 24'-5" 23'-3" 21'-11"

14"

ASingle 22'-5" 20'-9" 19'-9" 23'-11" 22'-1" 21'-0" 19'-10" 25'-2" 23'-4" 22'-2" 20'-10"

Continuous 24'-11" 23'-1" 22'-0" 26'-7" 24'-7" 23'-4" 22'-1" 27'-11" 25'-11" 24'-7" 23'-2"

BSingle 23'-1" 21'-4" 20'-4" 24'-6" 22'-8" 21'-7" 20'-5" 25'-9" 23'-11" 22'-9" 21'-5"

Continuous 25'-8" 23'-9" 22'-8" 27'-2" 25'-3" 24'-0" 22'-9" 28'-7" 26'-7" 25'-3" 23'-10"

CSingle 26'-8" 24'-9" 23'-8" 27'-2" 25'-9" 24'-6" 23'-1" 28'-5" 26'-6" 25'-4" 23'-11"

Continuous 29'-4" 27'-3" 26'-1" 30'-4" 28'-4" 27'-0" 25'-7" 31'-3" 29'-4" 27'-11" 26'-5"

DSingle 24'-4" 22'-6" 21'-6" 25'-5" 23'-7" 22'-6" 21'-3" 26'-5" 24'-7" 23'-5" 22'-1"

Continuous 26'-10" 24'-10" 23'-9" 28'-1" 26'-1" 24'-10" 23'-6" 29'-3" 27'-2" 25'-11" 24'-5"

16"

ASingle 24'-5" 22'-7" 21'-6" 26'-0" 24'-0" 22'-10" 21'-7" 27'-5" 25'-4" 24'-1" 22'-8"

Continuous 27'-2" 25'-1" 23'-11" 28'-11" 26'-8" 25'-5" 24'-0" 30'-5" 28'-2" 26'-9" 25'-2"

BSingle 25'-2" 23'-3" 22'-2" 26'-8" 24'-8" 23'-6" 22'-2" 28'-0" 26'-0" 24'-9" 23'-4"

Continuous 27'-11" 25'-10" 24'-8" 29'-7" 27'-5" 26'-2" 24'-9" 31'-1" 28'-11" 27'-6" 25'-11

CSingle 29'-4" 27'-3" 26'-0" 30'-3" 28'-3" 26'-11" 25'-4" 31'-1" 29'-2" 27'-9" 26'-2"

Continuous 32'-4" 30'-0" 28'-7" 33'-9" 31'-1" 29'-8" 26'-10" 35'-1" 32'-1" 30'-8" 26'-10"

DSingle 29'-0" 26'-10" 25'-7" 30'-3" 28'-1" 26'-9" 25'-3" 31'-5" 29'-3" 27'-10" 26'-3"

Continuous 31'-11" 29'-7" 28'-3" 33'-10" 31'-0" 29'-6" 26'-9" 35'-7" 32'-4" 30'-9" 26'-9"RESI

DEN

TIAL


TABLE IBC-MF5


(40L

+ 2

5D)


RESI

DEN

TIAL






12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

9 1/2"

ASingle 15'-10" 14'-11" 14'-5" 16'-8" 15'-9" 15'-2" 14'-1" 17'-5" 16'-5" 15'-9" 14'-1"

Continuous 17'-2" 16'-3" 15'-8" 18'-2" 17'-1" 15'-10" 14'-2" 19'-2" 17'-5" 15'-10" 14'-2"

BSingle 16'-3" 15'-4" 14'-10" 17'-1" 16'-2" 15'-7" 14'-1" 17'-10" 16'-10" 15'-9" 14'-1"

Continuous 17'-8" 16'-9" 15'-10" 18'-9" 17'-5" 15'-10" 14'-2" 19'-9" 17'-5" 15'-10" 14'-2"

CSingle 18'-1" 17'-1" 15'-9" 18'-9" 17'-1" 15'-9" 14'-1" 18'-10" 17'-1" 15'-9" 14'-1"

Continuous 19'-11" 17'-5" 15'-10" 20'-1" 17'-5" 15'-10" 14'-2" 20'-1" 17'-5" 15'-10" 14'-2"

DSingle 16'-9" 15'-10" 15'-4" 17'-5" 16'-6" 15'-9" 14'-1" 18'-1" 17'-1" 15'-9" 14'-1"

Continuous 18'-2" 17'-2" 15'-10" 19'-1" 17'-5" 15'-10" 14'-2" 19'-11" 17'-5" 15'-10" 14'-2"

11 7/8"

ASingle 17'-9" 16'-8" 16'-2" 18'-10" 17'-7" 16'-11" 16'-1" 19'-11" 18'-6" 17'-8" 16'-1"

Continuous 19'-8" 18'-3" 17'-7" 20'-11" 19'-5" 18'-1" 16'-2" 22'-1" 19'-10" 18'-1" 16'-2"

BSingle 18'-4" 17'-3" 16'-7" 19'-6" 18'-1" 17'-5" 16'-1" 20'-6" 19'-2" 18'-0" 16'-1"

Continuous 20'-5" 18'-11" 18'-1" 21'-8" 19'-10" 18'-1" 16'-2" 22'-10" 19'-10" 18'-1" 16'-2"

CSingle 21'-2" 19'-9" 18'-0" 22'-0" 19'-9" 18'-0" 16'-1" 22'-7" 19'-9" 18'-0" 16'-1"

Continuous 22'-11" 19'-10" 18'-1" 22'-11" 19'-10" 18'-1" 16'-2" 22'-11" 19'-10" 18'-1" 16'-2"

DSingle 19'-2" 17'-10" 17'-3" 20'-1" 18'-9" 17'-11" 16'-1" 20'-11" 19'-7" 18'-0" 16'-1"

Continuous 21'-2" 19'-8" 18'-1" 22'-2" 19'-10" 18'-1" 16'-2" 22'-11" 19'-10" 18'-1" 16'-2"

14"

ASingle 19'-8" 18'-3" 17'-6" 21'-0" 19'-5" 18'-6" 17'-7" 22'-1" 20'-6" 19'-6" 17'-8"

Continuous 21'-10" 20'-3" 19'-4" 23'-3" 21'-7" 19'-10" 17'-2" 24'-6" 21'-9" 19'-10" 17'-2"

BSingle 20'-5" 18'-11" 18'-2" 21'-8" 20'-2" 19'-3" 17'-8" 22'-10" 21'-3" 19'-9" 17'-8"

Continuous 22'-8" 21'-1" 19'-10" 24'-1" 21'-9" 19'-10" 17'-2" 25'-2" 21'-9" 19'-10" 17'-2"

CSingle 23'-10" 21'-8" 19'-9" 24'-8" 21'-8" 19'-9" 17'-8" 25'-1" 21'-8" 19'-9" 17'-8"

Continuous 25'-2" 21'-9" 19'-10" 25'-2" 21'-9" 19'-10" 17'-2" 25'-2" 21'-9" 19'-10" 17'-2"

DSingle 21'-5" 19'-11" 19'-1" 22'-6" 20'-11" 19'-9" 17'-8" 23'-4" 21'-8" 19'-9" 17'-8"

Continuous 23'-8" 21'-9" 19'-10" 24'-9" 21'-9" 19'-10" 17'-2" 25'-2" 21'-9" 19'-10" 17'-2"

16"

ASingle 21'-5" 19'-10" 19'-0" 22'-10" 21'-2" 20'-2" 19'-0" 24'-1" 22'-4" 21'-3" 19'-0"

Continuous 23'-9" 22'-0" 21'-1" 25'-4" 23'-5" 21'-4" 17'-2" 26'-8" 23'-5" 21'-4" 17'-2"

BSingle 22'-3" 20'-8" 19'-9" 23'-7" 21'-11" 20'-11" 19'-0" 24'-10" 23'-2" 21'-4" 19'-0"

Continuous 24'-8" 23'-0" 21'-4" 26'-3" 23'-5" 21'-4" 17'-2" 27'-1" 23'-5" 21'-4" 17'-2"

CSingle 26'-3" 23'-4" 21'-4" 27'-0" 23'-4" 21'-4" 19'-0" 27'-0" 23'-4" 21'-4" 19'-0"

Continuous 27'-1" 23'-5" 21'-4" 27'-1" 23'-5" 21'-4" 17'-2" 27'-1" 23'-5" 21'-4" 17'-2"

DSingle 23'-6" 21'-10" 20'-11" 24'-7" 22'-11" 21'-4" 19'-0" 25'-6" 23'-4" 21'-4" 19'-0"

Continuous 25'-11" 23'-5" 21'-4" 27'-1" 23'-5" 21'-4" 17'-2" 27'-1" 23'-5" 21'-4" 17'-2"



RESI

DEN

TIAL

(40L

+ 2

5D)

TABLE IBC-MF6








12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

9 1/2"

ASingle 16'-3" 15'-4" 14'-10" 17'-2" 16'-2" 15'-7" 14'-11" 17'-11" 16'-11" 16'-3" 15'-6"

Continuous 17'-9" 16'-8" 16'-2" 18'-10" 17'-7" 16'-11" 14'-10" 19'-11" 18'-6" 17'-8" 14'-10"

BSingle 16'-8" 15'-9" 15'-3" 17'-7" 16'-7" 15'-11" 15'-3" 18'-5" 17'-3" 16'-8" 15'-7"

Continuous 18'-3" 17'-2" 16'-7" 19'-5" 18'-0" 17'-4" 14'-10" 20'-5" 19'-0" 18'-2" 14'-10"

CSingle 18'-8" 17'-6" 16'-11" 19'-5" 18'-1" 16'-11" 15'-7" 20'-0" 18'-1" 16'-11" 15'-7"

Continuous 20'-7" 19'-2" 18'-4" 21'-5" 20'-0" 18'-7" 14'-10" 22'-2" 20'-3" 18'-7" 14'-10"

DSingle 17'-3" 16'-3" 15'-9" 17'-11" 16'-11" 16'-4" 15'-7" 18'-9" 17'-7" 16'-11" 15'-7"

Continuous 18'-10" 17'-7" 17'-1" 19'-10" 18'-5" 17'-8" 14'-10" 20'-8" 19'-3" 18'-5" 14'-10"

11 7/8"

ASingle 18'-4" 17'-2" 16'-7" 19'-7" 18'-2" 17'-5" 16'-8" 20'-8" 19'-2" 18'-3" 17'-4"

Continuous 20'-5" 18'-11" 18'-1" 21'-9" 20'-2" 19'-2" 17'-2" 22'-11" 21'-3" 20'-3" 17'-2"

BSingle 19'-0" 17'-8" 17'-1" 20'-2" 18'-9" 17'-10" 17'-1" 21'-3" 19'-9" 18'-10" 17'-10"

Continuous 21'-1" 19'-7" 18'-9" 22'-5" 20'-10" 19'-11" 17'-2" 23'-7" 22'-0" 21'-0" 17'-2"

CSingle 21'-10" 20'-4" 19'-6" 22'-8" 21'-2" 20'-3" 18'-8" 23'-5" 21'-7" 20'-3" 18'-8"

Continuous 24'-1" 22'-5" 21'-3" 25'-0" 23'-3" 21'-3" 17'-2" 25'-9" 23'-3" 21'-3" 17'-2"

DSingle 19'-10" 18'-5" 17'-9" 20'-10" 19'-5" 18'-6" 17'-8" 21'-9" 20'-3" 19'-4" 18'-3"

Continuous 21'-11" 20'-5" 19'-6" 23'-0" 21'-5" 20'-5" 17'-2" 24'-0" 22'-4" 21'-3" 17'-2"

14"

ASingle 20'-5" 18'-11" 18'-1" 21'-9" 20'-2" 19'-2" 18'-2" 22'-11" 21'-3" 20'-3" 19'-1"

Continuous 22'-8" 21'-0" 20'-1" 24'-2" 22'-4" 21'-4" 17'-2" 25'-5" 23'-7" 21'-6" 17'-2"

BSingle 21'-1" 19'-7" 18'-9" 22'-5" 20'-10" 19'-10" 18'-10" 23'-7" 21'-11" 20'-11" 19'-9"

Continuous 23'-6" 21'-10" 20'-10" 24'-11" 23'-2" 21'-6" 17'-2" 26'-2" 24'-5" 21'-6" 17'-2"

CSingle 24'-7" 22'-11" 21'-11" 25'-5" 23'-9" 22'-8" 20'-9" 26'-2" 24'-7" 23'-1" 20'-9"

Continuous 27'-0" 25'-2" 21'-6" 28'-0" 25'-7" 21'-6" 17'-2" 28'-10" 25'-7" 21'-6" 17'-2"

DSingle 22'-3" 20'-8" 19'-9" 23'-4" 21'-8" 20'-8" 19'-7" 24'-3" 22'-7" 21'-6" 20'-4"

Continuous 24'-6" 22'-9" 21'-6" 25'-8" 23'-11" 21'-6" 17'-2" 26'-9" 24'-11" 21'-6" 17'-2"

16"

ASingle 22'-3" 20'-7" 19'-8" 23'-9" 21'-11" 20'-11" 19'-9" 25'-0" 23'-2" 22'-0" 20'-9"

Continuous 24'-8" 22'-10" 21'-6" 26'-4" 24'-4" 21'-6" 17'-2" 27'-8" 25'-8" 21'-6" 17'-2"

BSingle 23'-0" 21'-4" 20'-5" 24'-5" 22'-8" 21'-8" 20'-6" 25'-8" 23'-11" 22'-10" 21'-6"

Continuous 25'-7" 23'-9" 21'-6" 27'-2" 25'-3" 21'-6" 17'-2" 28'-6" 25'-10" 21'-6" 17'-2"

CSingle 27'-1" 25'-3" 24'-1" 27'-11" 26'-2" 24'-11" 22'-4" 28'-9" 27'-0" 25'-0" 22'-4"

Continuous 29'-9" 25'-10" 21'-6" 30'-8" 25'-10" 21'-6" 17'-2" 31'-7" 25'-10" 21'-6" 17'-2"

DSingle 24'-5" 22'-7" 21'-8" 25'-6" 23'-8" 22'-7" 21'-5" 26'-6" 24'-8" 23'-7" 22'-3"

Continuous 26'-10" 24'-11" 21'-6" 28'-1" 25'-10" 21'-6" 17'-2" 29'-2" 25'-10" 21'-6" 17'-2"


RESI

DEN

TIAL

(40L

+ 2

5D)






11 7/8"

ASingle 19'-9" 18'-3" 17'-6" 21'-1" 19'-5" 18'-6" 17'-7" 22'-2" 20'-7" 19'-6" 18'-5"

Continuous 21'-11" 20'-3" 19'-5" 23'-4" 21'-7" 20'-7" 19'-4" 24'-7" 22'-10" 21'-9" 19'-4"

BSingle 20'-4" 18'-9" 17'-11" 21'-7" 20'-0" 19'-0" 18'-0" 22'-8" 21'-1" 20'-1" 18'-11"

Continuous 22'-7" 20'-11" 20'-0" 24'-0" 22'-3" 21'-2" 19'-4" 25'-2" 23'-5" 22'-4" 19'-4"

CSingle 23'-3" 21'-7" 20'-8" 24'-1" 22'-6" 21'-5" 20'-3" 24'-11" 23'-3" 22'-3" 20'-9"

Continuous 25'-8" 23'-10" 22'-9" 26'-7" 24'-10" 23'-8" 19'-4" 27'-5" 25'-8" 24'-2" 19'-4"

DSingle 21'-4" 19'-9" 18'-10" 22'-4" 20'-9" 19'-9" 18'-9" 23'-3" 21'-8" 20'-8" 19'-6"

Continuous 23'-6" 21'-10" 20'-10" 24'-8" 22'-11" 21'-10" 19'-4" 25'-8" 23'-11" 22'-10" 19'-4"

14"

ASingle 21'-11" 20'-3" 19'-4" 23'-5" 21'-7" 20'-6" 19'-5" 24'-8" 22'-10" 21'-8" 20'-5"

Continuous 24'-5" 22'-6" 21'-6" 25'-11" 24'-0" 22'-10" 20'-9" 27'-4" 25'-4" 24'-1" 20'-9"

BSingle 22'-7" 20'-11" 19'-11" 24'-0" 22'-2" 21'-2" 20'-0" 25'-2" 23'-5" 22'-3" 21'-0"

Continuous 25'-1" 23'-3" 22'-3" 26'-7" 24'-8" 23'-6" 20'-9" 28'-0" 26'-0" 24'-9" 20'-9"

CSingle 26'-2" 24'-4" 23'-2" 27'-0" 25'-3" 24'-1" 22'-9" 27'-10" 26'-1" 24'-11" 22'-9"

Continuous 28'-9" 26'-9" 25'-7" 29'-9" 27'-9" 26'-0" 20'-9" 30'-8" 28'-9" 26'-0" 20'-9"

DSingle 23'-10" 22'-1" 21'-1" 24'-11" 23'-2" 22'-1" 20'-11" 25'-11" 24'-2" 23'-0" 21'-8"

Continuous 26'-4" 24'-5" 23'-4" 27'-7" 25'-7" 24'-5" 20'-9" 28'-8" 26'-8" 25'-5" 20'-9"

16"

ASingle 23'-11" 22'-1" 21'-0" 25'-5" 23'-6" 22'-4" 21'-1" 26'-10" 24'-10" 23'-7" 22'-2"

Continuous 26'-6" 24'-6" 23'-5" 28'-3" 26'-1" 24'-10" 21'-4" 29'-9" 27'-6" 26'-2" 21'-4"

BSingle 24'-7" 22'-9" 21'-9" 26'-1" 24'-2" 23'-0" 21'-9" 27'-5" 25'-6" 24'-3" 22'-10"

Continuous 27'-4" 25'-4" 24'-2" 29'-0" 26'-11" 25'-7" 21'-4" 30'-5" 28'-4" 26'-8" 21'-4"

CSingle 28'-9" 26'-9" 25'-6" 29'-8" 27'-8" 26'-5" 24'-3" 30'-6" 28'-7" 27'-4" 24'-3"

Continuous 31'-7" 29'-5" 26'-8" 32'-10" 30'-6" 26'-8" 21'-4" 34'-2" 31'-6" 26'-8" 21'-4"

DSingle 26'-1" 24'-2" 23'-1" 27'-3" 25'-4" 24'-1" 22'-10" 28'-4" 26'-4" 25'-1" 23'-8"

Continuous 28'-9" 26'-8" 25'-6" 30'-1" 27'-11" 26'-8" 21'-4" 31'-3" 29'-1" 26'-8" 21'-4"

TABLE IBC-MF7




RESI

DEN

TIAL

(40L

+ 2

5D)

TABLE IBC-MF8








11 7/8"

ASingle 20'-2" 18'-7" 17'-9" 21'-6" 19'-10" 18'-10" 17'-10" 22'-8" 20'-11" 19'-11" 18'-9"

Continuous 22'-5" 20'-8" 19'-9" 23'-10" 22'-1" 21'-0" 19'-10" 25'-1" 23'-3" 22'-2" 20'-10"

BSingle 20'-8" 19'-2" 18'-3" 22'-0" 20'-4" 19'-4" 18'-4" 23'-1" 21'-5" 20'-5" 19'-3"

Continuous 23'-0" 21'-4" 20'-4" 24'-5" 22'-8" 21'-7" 20'-5" 25'-8" 23'-10" 22'-9" 21'-5"

CSingle 23'-8" 22'-0" 21'-0" 24'-7" 22'-10" 21'-10" 20'-7" 25'-4" 23'-8" 22'-7" 21'-4"

Continuous 26'-1" 24'-3" 23'-2" 27'-1" 25'-3" 24'-1" 22'-9" 27'-11" 26'-2" 25'-0" 23'-1"

DSingle 21'-9" 20'-1" 19'-3" 22'-9" 21'-1" 20'-2" 19'-1" 23'-9" 22'-1" 21'-0" 19'-10"

Continuous 24'-0" 22'-3" 21'-3" 25'-2" 23'-4" 22'-3" 21'-1" 26'-2" 24'-5" 23'-3" 21'-11"

14"

ASingle 22'-5" 20'-8" 19'-9" 23'-10" 22'-0" 20'-11" 19'-9" 25'-2" 23'-3" 22'-1" 20'-9"

Continuous 24'-11" 23'-0" 21'-11" 26'-6" 24'-6" 23'-3" 22'-0" 27'-11" 25'-10" 24'-7" 23'-1"

BSingle 23'-0" 21'-4" 20'-4" 24'-5" 22'-7" 21'-6" 20'-4" 25'-8" 23'-10" 22'-8" 21'-4"

Continuous 25'-7" 23'-9" 22'-8" 27'-2" 25'-2" 24'-0" 22'-8" 28'-6" 26'-6" 25'-3" 23'-1"

CSingle 26'-8" 24'-9" 23'-7" 27'-6" 25'-8" 24'-6" 23'-1" 28'-4" 26'-6" 25'-4" 23'-11"

Continuous 29'-4" 27'-3" 26'-0" 30'-4" 28'-3" 27'-0" 23'-1" 31'-3" 29'-3" 27'-11" 23'-1"

DSingle 24'-4" 22'-6" 21'-6" 25'-5" 23'-7" 22'-6" 21'-3" 26'-5" 24'-7" 23'-5" 22'-1"

Continuous 26'-10" 24'-10" 23'-9" 28'-1" 26'-1" 24'-10" 23'-1" 29'-3" 27'-2" 25'-11" 23'-1"

16"

ASingle 24'-5" 22'-6" 21'-5" 26'-0" 24'-0" 22'-9" 21'-6" 27'-4" 25'-4" 24'-0" 22'-7"

Continuous 27'-1" 25'-0" 23'-10" 28'-10" 26'-8" 25'-4" 23'-1" 30'-4" 28'-1" 26'-8" 23'-1"

BSingle 25'-1" 23'-2" 22'-2" 26'-7" 24'-8" 23'-5" 22'-2" 27'-11" 25'-11" 24'-8" 23'-3"

Continuous 27'-11" 25'-10" 24'-8" 29'-7" 27'-5" 26'-1" 23'-1" 31'-0" 28'-10" 27'-6" 23'-1"

CSingle 29'-3" 27'-2" 25'-11" 30'-2" 28'-2" 26'-10" 24'-3" 31'-1" 29'-1" 27'-9" 24'-3"

Continuous 32'-3" 29'-11" 28'-7" 33'-8" 31'-0" 28'-11" 23'-1" 35'-0" 32'-1" 28'-11" 23'-1"

DSingle 26'-7" 24'-8" 23'-6" 27'-10" 25'-10" 24'-7" 23'-3" 28'-11" 26'-11" 25'-7" 24'-1"

Continuous 29'-4" 27'-2" 26'-0" 30'-9" 28'-6" 27'-2" 23'-1" 31'-11" 29'-8" 28'-4" 23'-1"


IB800 and IB900 Maximum Floor Spans (Limit State Design)(*1)

TABLE IBC-MF9


Series Joist Depth Floor Span





12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

IB800

18"

ASingle 25'-10" 23'-10" 22'-9" 27'-6" 25'-4" 24'-1" 22'-9" 28'-11" 26'-9" 25'-5" 23'-11"Continuous 28'-8" 26'-6" 25'-3" 30'-6" 28'-2" 26'-8" 21'-4" 32'-1" 29'-9" 26'-8" 21'-4"

BSingle 26'-7" 24'-7" 23'-6" 28'-2" 26'-1" 24'-10" 23'-6" 29'-7" 27'-6" 26'-2" 24'-8"Continuous 29'-7" 27'-4" 26'-2" 31'-3" 29'-0" 26'-8" 21'-4" 33'-2" 30'-7" 26'-8" 21'-4"

CSingle 31'-4" 29'-2" 27'-9" 32'-5" 30'-2" 28'-9" 25'-8" 33'-7" 31'-1" 29'-8" 25'-8"Continuous 35'-5" 32'-0" 26'-8" 36'-10" 32'-1" 26'-8" 21'-4" 38'-2" 32'-1" 26'-8" 21'-4"

DSingle 28'-4" 26'-3" 25'-0" 29'-7" 27'-5" 26'-2" 24'-9" 30'-8" 28'-7" 27'-3" 25'-8"Continuous 31'-3" 28'-11" 26'-8" 32'-11" 30'-4" 26'-8" 21'-4" 34'-7" 31'-7" 26'-8" 21'-4"

20"





IB900

18"





20"





24"




DSingle 36'-7" 32'-11" 31'-1" 38'-7" 34'-11" 31'-5" 25'-1" 40'-4" 36'-8" 31'-5" 25'-1"Continuous 41'-8" 34'-8" 28'-11" 43'-10" 34'-8" 28'-11" 23'-1" 45'-10" 34'-8" 28'-11" 23'-1"CO

MM

ERCI

AL(4

0L +

25D

)








12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

IB800

18"

ASingle 31'-4" 28'-5" 24'-8" 31'-5" 28'-7" 24'-8" 19'-8" 31'-7" 28'-9" 24'-8" 19'-8"

Continuous 32'-10" 24'-7" 20'-6" 32'-10" 24'-7" 20'-6" 16'-4" 32'-10" 24'-7" 20'-6" 16'-4"

BSingle 25'-10" 23'-10" 22'-9" 27'-6" 25'-4" 24'-1" 19'-8" 28'-11" 26'-9" 24'-8" 19'-8"

Continuous 28'-8" 24'-7" 20'-6" 30'-6" 24'-7" 20'-6" 16'-4" 32'-1" 24'-7" 20'-6" 16'-4"

CSingle 28'-4" 26'-3" 24'-8" 29'-7" 27'-5" 24'-8" 19'-8" 30'-8" 28'-7" 24'-8" 19'-8"

Continuous 31'-3" 24'-7" 20'-6" 32'-10" 24'-7" 20'-6" 16'-4" 32'-10" 24'-7" 20'-6" 16'-4"

20"

ASingle 33'-9" 30'-7" 25'-5" 33'-10" 30'-7" 25'-5" 20'-3" 34'-0" 30'-7" 25'-5" 20'-3"

Continuous 32'-10" 24'-7" 20'-6" 32'-10" 24'-7" 20'-6" 16'-4" 32'-10" 24'-7" 20'-6" 16'-4"

BSingle 27'-6" 25'-4" 24'-2" 29'-3" 27'-0" 25'-5" 20'-3" 30'-9" 28'-6" 25'-5" 20'-3"

Continuous 30'-6" 24'-7" 20'-6" 32'-7" 24'-7" 20'-6" 16'-4" 32'-10" 24'-7" 20'-6" 16'-4"

CSingle 30'-4" 28'-1" 25'-5" 31'-8" 29'-4" 25'-5" 20'-3" 33'-1" 30'-6" 25'-5" 20'-3"

Continuous 32'-10" 24'-7" 20'-6" 32'-10" 24'-7" 20'-6" 16'-4" 32'-10" 24'-7" 20'-6" 16'-4"

IB900

18"

ASingle 32'-4" 29'-4" 24'-8" 32'-5" 29'-5" 24'-8" 19'-8" 32'-7" 29'-7" 24'-8" 19'-8"

Continuous 35'-4" 26'-8" 22'-2" 35'-5" 26'-8" 22'-2" 17'-9" 35'-7" 26'-8" 22'-2" 17'-9"

BSingle 26'-6" 24'-5" 23'-3" 28'-2" 26'-0" 24'-8" 19'-8" 29'-7" 27'-5" 24'-8" 19'-8"

Continuous 29'-4" 26'-8" 22'-2" 31'-3" 26'-8" 22'-2" 17'-9" 33'-1" 26'-8" 22'-2" 17'-9"

CSingle 29'-0" 26'-10" 24'-8" 30'-3" 28'-1" 24'-8" 19'-8" 31'-5" 29'-3" 24'-8" 19'-8"

Continuous 31'-11" 26'-8" 22'-2" 33'-10" 26'-8" 22'-2" 17'-9" 35'-7" 26'-8" 22'-2" 17'-9"

20"

ASingle 35'-0" 30'-7" 25'-5" 35'-1" 30'-7" 25'-5" 20'-3" 35'-3" 30'-7" 25'-5" 20'-3"

Continuous 35'-7" 26'-8" 22'-2" 35'-7" 26'-8" 22'-2" 17'-9" 35'-7" 26'-8" 22'-2" 17'-9"

BSingle 28'-4" 26'-1" 24'-11" 30'-1" 27'-9" 25'-5" 20'-3" 31'-8" 29'-3" 25'-5" 20'-3"

Continuous 31'-5" 26'-8" 22'-2" 33'-10" 26'-8" 22'-2" 17'-9" 35'-7" 26'-8" 22'-2" 17'-9"

CSingle 31'-2" 28'-10" 25'-5" 32'-8" 30'-2" 25'-5" 20'-3" 34'-3" 30'-7" 25'-5" 20'-3"

Continuous 35'-2" 26'-8" 22'-2" 35'-7" 26'-8" 22'-2" 17'-9" 35'-7" 26'-8" 22'-2" 17'-9"

24"

ASingle 38'-9" 29'-0" 24'-1" 38'-9" 29'-0" 24'-1" 19'-2" 38'-9" 29'-0" 24'-1" 19'-2"

Continuous 35'-7" 26'-8" 22'-2" 35'-7" 26'-8" 22'-2" 17'-9" 35'-7" 26'-8" 22'-2" 17'-9"

BSingle 31'-9" 29'-0" 24'-1" 34'-5" 29'-0" 24'-1" 19'-2" 36'-9" 29'-0" 24'-1" 19'-2"

Continuous 35'-7" 26'-8" 22'-2" 35'-7" 26'-8" 22'-2" 17'-9" 35'-7" 26'-8" 22'-2" 17'-9"

CSingle 36'-7" 29'-0" 24'-1" 38'-7" 29'-0" 24'-1" 19'-2" 38'-9" 29'-0" 24'-1" 19'-2"

Continuous 35'-7" 26'-8" 22'-2" 35'-7" 26'-8" 22'-2" 17'-9" 35'-7" 26'-8" 22'-2" 17'-9"COM

MER

CIAL

(50L

+ 3

5D)

TABLE IBC-MF10




TABLE IBC-MF11

50 psf Unfactored Live Load (3 1/2" interior bearing with stiffeners) 35 psf Unfactored Dead Load Limit State Design (LSD) 100% Load Duration (L/360 live load, L/240 total load deflection criteria)






12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

IB800

18"

ASingle 31'-2" 28'-4" 26'-7" 31'-4" 28'-5" 26'-8" 24'-8" 31'-5" 28'-7" 26'-11" 24'-8"

Continuous 34'-2" 30'-5" 27'-9" 34'-3" 30'-5" 27'-9" 22'-3" 34'-5" 30'-5" 27'-9" 22'-3"

BSingle 25'-8" 23'-8" 22'-7" 27'-4" 25'-3" 24'-0" 22'-8" 28'-9" 26'-8" 25'-3" 23'-9"

Continuous 28'-7" 26'-5" 25'-2" 30'-5" 28'-1" 26'-9" 22'-3" 32'-1" 29'-8" 27'-9" 22'-3"

CSingle 28'-2" 26'-1" 24'-11" 29'-5" 27'-4" 26'-0" 24'-7" 30'-7" 28'-5" 26'-11" 24'-8"

Continuous 31'-2" 28'-10" 27'-7" 32'-10" 30'-3" 27'-9" 22'-3" 34'-6" 30'-5" 27'-9" 22'-3"

20"

ASingle 33'-7" 30'-6" 28'-8" 33'-9" 30'-7" 28'-9" 26'-0" 33'-10" 30'-9" 28'-11" 26'-0"

Continuous 36'-10" 32'-1" 28'-9" 36'-11" 32'-1" 28'-9" 22'-11" 37'-1" 32'-1" 28'-9" 22'-11"

BSingle 27'-4" 25'-2" 24'-0" 29'-1" 26'-10" 25'-6" 24'-1" 30'-8" 28'-4" 26'-11" 25'-4"

Continuous 30'-5" 28'-1" 26'-10" 32'-7" 29'-11" 28'-5" 22'-11" 34'-9" 31'-6" 28'-9" 22'-11"

CSingle 30'-2" 27'-11" 26'-7" 31'-6" 29'-2" 27'-10" 26'-0" 32'-11" 30'-5" 28'-11" 26'-0"

Continuous 33'-11" 30'-10" 28'-9" 35'-11" 32'-1" 28'-9" 22'-11" 37'-1" 32'-1" 28'-9" 22'-11"

IB900

18"

ASingle 32'-2" 29'-2" 27'-5" 32'-3" 29'-4" 27'-7" 25'-7" 32'-5" 29'-6" 27'-9" 25'-9"

Continuous 35'-3" 32'-0" 28'-2" 35'-4" 32'-1" 28'-2" 22'-6" 35'-6" 32'-3" 28'-2" 22'-6"

BSingle 26'-4" 24'-3" 23'-2" 28'-0" 25'-10" 24'-7" 23'-2" 29'-6" 27'-3" 25'-11" 24'-4"

Continuous 29'-4" 27'-1" 25'-10" 31'-2" 28'-9" 27'-4" 22'-6" 33'-0" 30'-4" 28'-2" 22'-6"

CSingle 28'-10" 26'-8" 25'-5" 30'-1" 27'-11" 26'-7" 25'-2" 31'-3" 29'-1" 27'-8" 25'-9"

Continuous 31'-10" 29'-6" 28'-2" 33'-9" 30'-11" 28'-2" 22'-6" 35'-6" 32'-3" 28'-2" 22'-6"

20"

ASingle 34'-10" 31'-8" 29'-9" 34'-11" 31'-9" 29'-10" 27'-8" 35'-1" 31'-11" 30'-0" 27'-11"

Continuous 38'-2" 34'-8" 30'-5" 38'-3" 34'-9" 30'-5" 24'-3" 38'-5" 34'-11" 30'-5" 24'-3"

BSingle 28'-2" 25'-11" 24'-9" 29'-11" 27'-8" 26'-3" 24'-9" 31'-6" 29'-2" 27'-8" 26'-0"

Continuous 31'-4" 28'-11" 27'-7" 33'-9" 30'-9" 29'-3" 24'-3" 36'-1" 32'-7" 30'-5" 24'-3"

CSingle 31'-0" 28'-8" 27'-4" 32'-6" 30'-0" 28'-6" 27'-0" 34'-1" 31'-2" 29'-8" 27'-11"

Continuous 35'-1" 31'-8" 30'-3" 37'-2" 33'-7" 30'-5" 24'-3" 38'-11" 35'-5" 30'-5" 24'-3"

24"

ASingle 40'-0" 36'-4" 34'-2" 40'-1" 36'-5" 34'-3" 31'-9" 40'-3" 36'-7" 34'-5" 32'-0"

Continuous 43'-9" 39'-7" 34'-0" 43'-11" 39'-7" 34'-0" 27'-2" 44'-1" 39'-7" 34'-0" 27'-2"

BSingle 31'-7" 29'-2" 27'-9" 34'-3" 31'-0" 29'-5" 27'-9" 36'-7" 33'-0" 31'-0" 29'-2"

Continuous 36'-4" 32'-7" 30'-11" 39'-4" 35'-5" 33'-1" 27'-2" 41'-11" 37'-11" 34'-0" 27'-2"

CSingle 36'-5" 32'-9" 30'-11" 38'-5" 34'-9" 32'-6" 30'-5" 40'-2" 36'-7" 34'-3" 31'-7"

Continuous 41'-7" 37'-5" 34'-0" 43'-10" 39'-7" 34'-0" 27'-2" 45'-2" 39'-7" 34'-0" 27'-2"COM

MER

CIAL

(50L

+ 3

5D)


100 psf Unfactored Live Load (3 1/2" end and interior bearing with stiffeners) 35 psf Unfactored Dead Load Limit State Design (LSD) 100% Load Duration (L/480 live load, L/240 total load deflection criteria)






12" 16" 19.2" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

IB800

18"

ASingle 24'-3" 21'-11" 20'-7" 24'-4" 22'-0" 20'-7" 18'-1" 24'-6" 22'-2" 20'-9" 18'-1"

Continuous 26'-6" 20'-6" 17'-0" 26'-7" 20'-6" 17'-0" 13'-7" 26'-9" 20'-6" 17'-0" 13'-7"

BSingle 24'-3" 21'-11" 20'-7" 24'-4" 22'-0" 20'-7" 18'-1" 24'-6" 22'-2" 20'-9" 18'-1"

Continuous 26'-6" 20'-6" 17'-0" 26'-7" 20'-6" 17'-0" 13'-7" 26'-9" 20'-6" 17'-0" 13'-7"

CSingle 24'-3" 21'-11" 20'-7" 24'-4" 22'-0" 20'-7" 18'-1" 24'-6" 22'-2" 20'-9" 18'-1"

Continuous 27'-2" 20'-6" 17'-0" 27'-3" 20'-6" 17'-0" 13'-7" 27'-4" 20'-6" 17'-0" 13'-7"

20"

ASingle 26'-2" 23'-8" 22'-2" 26'-3" 23'-9" 22'-3" 20'-3" 26'-4" 23'-10" 22'-5" 20'-3"

Continuous 28'-2" 21'-1" 17'-6" 28'-2" 21'-1" 17'-6" 14'-0" 28'-2" 21'-1" 17'-6" 14'-0"

BSingle 26'-2" 23'-8" 22'-2" 26'-3" 23'-9" 22'-3" 20'-3" 26'-4" 23'-10" 22'-5" 20'-3"

Continuous 28'-2" 21'-1" 17'-6" 28'-2" 21'-1" 17'-6" 14'-0" 28'-2" 21'-1" 17'-6" 14'-0"

CSingle 26'-2" 23'-8" 22'-2" 26'-3" 23'-9" 22'-3" 20'-3" 26'-4" 23'-10" 22'-5" 20'-3"

Continuous 28'-2" 21'-1" 17'-6" 28'-2" 21'-1" 17'-6" 14'-0" 28'-2" 21'-1" 17'-6" 14'-0"

IB900

18"

ASingle 25'-1" 22'-8" 21'-4" 25'-2" 22'-9" 21'-5" 19'-9" 25'-3" 22'-11" 21'-6" 19'-10"

Continuous 27'-6" 20'-8" 17'-2" 27'-7" 20'-8" 17'-2" 13'-9" 27'-8" 20'-8" 17'-2" 13'-9"

BSingle 25'-1" 22'-8" 21'-4" 25'-2" 22'-9" 21'-5" 19'-9" 25'-3" 22'-11" 21'-6" 19'-10"

Continuous 27'-6" 20'-8" 17'-2" 27'-7" 20'-8" 17'-2" 13'-9" 27'-8" 20'-8" 17'-2" 13'-9"

CSingle 25'-1" 22'-8" 21'-4" 25'-2" 22'-9" 21'-5" 19'-9" 25'-3" 22'-11" 21'-6" 19'-10"

Continuous 27'-8" 20'-8" 17'-2" 27'-8" 20'-8" 17'-2" 13'-9" 27'-8" 20'-8" 17'-2" 13'-9"

20"

ASingle 27'-2" 24'-7" 23'-1" 27'-3" 24'-8" 23'-2" 21'-2" 27'-5" 24'-10" 23'-4" 21'-2"

Continuous 29'-9" 22'-4" 18'-7" 29'-9" 22'-4" 18'-7" 14'-10" 29'-9" 22'-4" 18'-7" 14'-10"

BSingle 27'-2" 24'-7" 23'-1" 27'-3" 24'-8" 23'-2" 21'-2" 27'-5" 24'-10" 23'-4" 21'-2"

Continuous 29'-9" 22'-4" 18'-7" 29'-9" 22'-4" 18'-7" 14'-10" 29'-9" 22'-4" 18'-7" 14'-10"

CSingle 27'-2" 24'-7" 23'-1" 27'-3" 24'-8" 23'-2" 21'-2" 27'-5" 24'-10" 23'-4" 21'-2"

Continuous 29'-9" 22'-4" 18'-7" 29'-9" 22'-4" 18'-7" 14'-10" 29'-9" 22'-4" 18'-7" 14'-10"

24"

ASingle 31'-3" 28'-3" 26'-6" 31'-4" 28'-4" 26'-8" 23'-6" 31'-6" 28'-6" 26'-9" 23'-6"

Continuous 33'-4" 25'-0" 20'-9" 33'-4" 25'-0" 20'-9" 16'-7" 33'-4" 25'-0" 20'-9" 16'-7"

BSingle 31'-3" 28'-3" 26'-6" 31'-4" 28'-4" 26'-8" 23'-6" 31'-6" 28'-6" 26'-9" 23'-6"

Continuous 33'-4" 25'-0" 20'-9" 33'-4" 25'-0" 20'-9" 16'-7" 33'-4" 25'-0" 20'-9" 16'-7"

CSingle 31'-3" 28'-3" 26'-6" 31'-4" 28'-4" 26'-8" 23'-6" 31'-6" 28'-6" 26'-9" 23'-6"

Continuous 33'-4" 25'-0" 20'-9" 33'-4" 25'-0" 20'-9" 16'-7" 33'-4" 25'-0" 20'-9" 16'-7"COM

MER

CIAL

(100

L +

35D)

TABLE IBC-MF12



NOTES:1. Allowable spans are applicable to floor construction. The live load and dead load deflection limits are indicated at the top

and along the left side 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 0437. Construction adhesive shall meet the requirements given in ASTM D3498 or APA Specification AFG-01. CCMC vibration criteria has been applied for the conditions "A", "B", and "C" indicated in the floor span tables and in the legend below.

3. Minimum bearing length shall be 1 3/4 inch for end bearing for tables MF1 through MF10, and 3 1/2 inches for tables MF11 and MF12, and 3 1/2 inches for interior bearings. Allowable design spans in the tables are measured from inside face of bearings for simple spans and from inside face of end bearing to center of interior bearing for continuous spans.

4. Bearing stiffeners are NOT required when I-joists are used with the spans given in the 40L tables, except as required by hanger manufacturers. Bearing stiffeners ARE required when I-joists are used with the spans given in the 100L table IBC-MF12, and the 50L table IBC-MF11. Bearing stiffeners are shown with red shading in the illustration below.

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 CCMC 12768-R evaluation report. Design properties are also indicated in tables IBC-EP1 and IBC-EP2. For technical support, contact IB or your local IB distributor.

6. Continuous spans given in the tables IBC-MF1 through IBC-MF12 are the longest span 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.

Illustration for Span Tables MF1 through MF10

Illustration for Span Tables MF11 and MF12

Single Span Indicated in Table

Single Span Indicated in Table

Continuous Spans Indicated in Table

3 1/2" Bearings WITH Bearing StiffenersLEGENDAssembly “A”: Indicated subfloor with no

additional components addedAssembly “B”: Assembly “A” plus ½" thick

gypsum board ceiling applied directly to bottom flange

Assembly “C”: Assembly “B” plus one row of I-joist blocking at mid-span

Assembly "D": Assembly "A" plus mid-span joist blocking

Continuous Spans Indicated in Table

CLof interior bearing

CLof interior bearing

Span 1

Span 1

Span 2

Span 2

1 3/4"

3 1/2"

1 3/4"

3 1/2"

1 3/4"

3 1/2"

3 1/2"

3 1/2"

1 3/4"

3 1/2"


Residential and Commercial Maximum Roof Spans (Limit State Design)(*1)

TABLE IBC-MR1

Series Joist Depth

Deflection Criteria

Slope of 1/4:12 to 4:12 Slopes over 4:12 up to 8:12 Slopes over 8:12 up to 12:12


12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

IB400

9 1/2”L/360 LL 20'-6" 18'-7" 17'-5" 16'-1" 19'-8" 17'-10" 16'-9" 15'-6" 18'-8" 16'-11" 15'-11" 14'-8"L/240 LL 22'-6" 20'-5" 18'-9" 16'-9" 21'-3" 19'-3" 18'-1" 16'-5" 19'-9" 17'-10" 16'-9" 15'-6"

11 7/8”L/360 LL 24'-6" 22'-2" 20'-10" 19'-1" 23'-6" 21'-4" 20'-0" 18'-6" 22'-4" 20'-3" 19'-0" 17'-7"L/240 LL 26'-11" 23'-6" 21'-5" 19'-1" 25'-5" 23'-0" 20'-11" 18'-9" 23'-7" 21'-4" 20'-1" 18'-2"

14”L/360 LL 27'-11" 25'-3" 23'-6" 21'-0" 26'-9" 24'-3" 22'-9" 20'-7" 25'-5" 23'-0" 21'-8" 20'-0"L/240 LL 29'-9" 25'-9" 23'-6" 21'-0" 28'-11" 25'-3" 23'-0" 20'-7" 26'-10" 24'-4" 22'-4" 20'-0"

16”L/360 LL 31'-0" 27'-9" 25'-4" 22'-7" 29'-9" 26'-11" 24'-9" 22'-2" 28'-2" 25'-7" 24'-0" 21'-6"L/240 LL 32'-1" 27'-9" 25'-4" 22'-7" 31'-5" 27'-2" 24'-9" 22'-2" 29'-9" 26'-5" 24'-1" 21'-6"

IB600

9 1/2”L/360 LL 21'-9" 19'-8" 18'-5" 17'-0" 20'-10" 18'-10" 17'-8" 16'-4" 19'-9" 17'-11" 16'-10" 15'-7"L/240 LL 23'-10" 21'-7" 20'-3" 18'-9" 22'-6" 20'-4" 19'-1" 17'-8" 20'-11" 18'-11" 17'-9" 16'-5"

11 7/8”L/360 LL 26'-0" 23'-6" 22'-1" 20'-5" 24'-11" 22'-7" 21'-2" 19'-7" 23'-8" 21'-5" 20'-1" 18'-7"L/240 LL 28'-6" 25'-10" 24'-3" 22'-5" 26'-11" 24'-4" 22'-10" 21'-2" 24'-11" 22'-7" 21'-3" 19'-8"

14”L/360 LL 29'-6" 26'-9" 25'-1" 23'-2" 28'-4" 25'-8" 24'-1" 22'-3" 26'-11" 24'-4" 22'-11" 21'-2"L/240 LL 32'-5" 29'-4" 27'-7" 24'-8" 30'-7" 27'-8" 26'-0" 24'-1" 28'-5" 25'-9" 24'-2" 22'-4"

16”L/360 LL 32'-10" 29'-8" 27'-11" 25'-9" 31'-6" 28'-6" 26'-9" 24'-9" 29'-10" 27'-1" 25'-5" 23'-6"L/240 LL 36'-0" 32'-7" 29'-9" 26'-7" 33'-11" 30'-9" 28'-11" 26'-0" 31'-6" 28'-7" 26'-10" 24'-10"

IB800

11 7/8”L/360 LL 28'-11" 26'-2" 24'-6" 22'-8" 27'-9" 25'-1" 23'-7" 21'-9" 26'-4" 23'-10" 22'-5" 20'-9"L/240 LL 31'-9" 28'-9" 27'-0" 24'-11" 29'-11" 27'-1" 25'-5" 23'-7" 27'-10" 25'-2" 23'-8" 21'-11"

14”L/360 LL 32'-10" 29'-9" 27'-11" 25'-9" 31'-6" 28'-6" 26'-9" 24'-9" 29'-11" 27'-1" 25'-5" 23'-7"L/240 LL 36'-1" 32'-8" 30'-8" 28'-4" 34'-0" 30'-10" 28'-11" 26'-9" 31'-7" 28'-7" 26'-11" 24'-11"

16”L/360 LL 36'-5" 32'-11" 30'-11" 28'-7" 34'-11" 31'-7" 29'-8" 27'-6" 33'-2" 30'-0" 28'-2" 26'-1"L/240 LL 39'-11" 36'-2" 33'-11" 31'-5" 37'-8" 34'-2" 32'-1" 29'-8" 35'-0" 31'-8" 29'-9" 27'-7"

18”L/360 LL 40'-0" 36'-2" 33'-11" 31'-5" 38'-4" 34'-9" 32'-7" 30'-2" 36'-5" 33'-0" 31'-0" 28'-8"L/240 LL 43'-10" 39'-9" 37'-3" 33'-8" 41'-5" 37'-6" 35'-2" 32'-7" 38'-5" 34'-10" 32'-8" 30'-3"

20”L/360 LL 43'-0" 38'-11" 36'-7" 33'-10" 41'-3" 37'-5" 35'-1" 32'-6" 39'-2" 35'-6" 33'-4" 30'-11"L/240 LL 47'-2" 42'-9" 39'-8" 35'-6" 44'-6" 40'-4" 37'-11" 34'-9" 41'-4" 37'-6" 35'-3" 32'-7"

IB900

11 7/8”L/360 LL 29'-9" 26'-11" 25'-3" 23'-4" 28'-7" 25'-10" 24'-3" 22'-5" 27'-2" 24'-7" 23'-1" 21'-4"L/240 LL 32'-8" 29'-7" 27'-9" 25'-8" 30'-10" 27'-11" 26'-3" 24'-3" 28'-8" 25'-11" 24'-4" 22'-7"

14”L/360 LL 33'-10" 30'-8" 28'-9" 26'-7" 32'-6" 29'-5" 27'-7" 25'-6" 30'-10" 27'-11" 26'-3" 24'-3"L/240 LL 37'-2" 33'-8" 31'-7" 29'-3" 35'-1" 31'-9" 29'-10" 27'-7" 32'-7" 29'-6" 27'-8" 25'-8"

16”L/360 LL 37'-6" 33'-11" 31'-10" 29'-5" 36'-0" 32'-7" 30'-7" 28'-4" 34'-2" 30'-11" 29'-1" 26'-11"L/240 LL 41'-2" 37'-3" 35'-0" 32'-5" 38'-10" 35'-2" 33'-1" 30'-7" 36'-1" 32'-8" 30'-8" 28'-5"

18”L/360 LL 41'-2" 37'-3" 35'-0" 32'-5" 39'-6" 35'-9" 33'-7" 31'-1" 37'-5" 33'-11" 31'-11" 29'-6"L/240 LL 45'-2" 40'-11" 38'-5" 35'-7" 42'-7" 38'-7" 36'-3" 33'-7" 39'-6" 35'-10" 33'-8" 31'-2"

20”L/360 LL 44'-7" 40'-4" 37'-11" 35'-1" 42'-9" 38'-9" 36'-4" 33'-8" 40'-7" 36'-9" 34'-6" 32'-0"L/240 LL 48'-10" 44'-3" 41'-7" 37'-7" 46'-1" 41'-10" 39'-3" 36'-0" 42'-9" 38'-10" 36'-6" 33'-9"

24”L/360 LL 42'-11" 36'-6" 30'-5" 24'-4" 41'-2" 35'-6" 29'-7" 23'-7" 39'-1" 34'-1" 28'-5" 22'-8"L/240 LL 48'-9" 36'-6" 30'-5" 24'-4" 47'-0" 35'-6" 29'-7" 23'-7" 43'-11" 34'-1" 28'-5" 22'-8"

Single Span Applications 30 psf Unfactored Live Load (*2) 15 psf Unfactored Dead Load



TABLE IBC-MR2

Series Joist Depth

Deflection Criteria



12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

IB400

9 1/2”L/360 LL 18'-7" 16'-9" 15'-9" 14'-6" 17'-10" 16'-1" 15'-1" 14'-0" 16'-11" 15'-4" 14'-4" 13'-3"L/240 LL 21'-0" 18'-6" 16'-11" 15'-1" 19'-11" 18'-0" 16'-7" 14'-10" 18'-7" 16'-10" 15'-9" 14'-6"

11 7/8”L/360 LL 22'-2" 20'-1" 18'-10" 17'-3" 21'-4" 19'-3" 18'-1" 16'-9" 20'-3" 18'-4" 17'-2" 15'-11"L/240 LL 24'-5" 21'-1" 19'-3" 17'-3" 23'-10" 20'-9" 18'-11" 16'-11" 22'-2" 20'-1" 18'-6" 16'-6"

14”L/360 LL 25'-3" 22'-11" 21'-2" 18'-11" 24'-3" 22'-0" 20'-7" 18'-7" 23'-0" 20'-10" 19'-7" 18'-1"L/240 LL 26'-10" 23'-2" 21'-2" 18'-11" 26'-4" 22'-10" 20'-10" 18'-7" 25'-3" 22'-3" 20'-4" 18'-2"

16”L/360 LL 28'-1" 25'-0" 22'-10" 20'-4" 26'-11" 24'-5" 22'-5" 20'-0" 25'-7" 23'-2" 21'-9" 19'-7"L/240 LL 28'-11" 25'-0" 22'-10" 20'-4" 28'-5" 24'-7" 22'-5" 20'-0" 27'-9" 24'-0" 21'-11" 19'-7"

IB600

9 1/2”L/360 LL 19'-8" 17'-9" 16'-8" 15'-5" 18'-10" 17'-1" 16'-0" 14'-9" 17'-11" 16'-3" 15'-3" 14'-1"L/240 LL 22'-3" 20'-2" 18'-11" 17'-6" 21'-1" 19'-1" 17'-11" 16'-7" 19'-8" 17'-9" 16'-8" 15'-5"

11 7/8”L/360 LL 23'-6" 21'-3" 19'-11" 18'-5" 22'-7" 20'-5" 19'-2" 17'-8" 21'-5" 19'-5" 18'-2" 16'-10"L/240 LL 26'-7" 24'-1" 22'-7" 20'-3" 25'-2" 22'-10" 21'-5" 19'-10" 23'-6" 21'-3" 20'-0" 18'-6"

14”L/360 LL 26'-9" 24'-2" 22'-8" 21'-0" 25'-8" 23'-3" 21'-9" 20'-2" 24'-4" 22'-1" 20'-9" 19'-2"L/240 LL 30'-3" 27'-3" 24'-10" 22'-3" 28'-8" 25'-11" 24'-4" 21'-10" 26'-8" 24'-2" 22'-9" 21'-0"

16”L/360 LL 29'-8" 26'-10" 25'-2" 23'-4" 28'-6" 25'-10" 24'-3" 22'-5" 27'-1" 24'-6" 23'-0" 21'-4"L/240 LL 33'-8" 29'-4" 26'-9" 23'-11" 31'-10" 28'-10" 26'-4" 23'-6" 29'-8" 26'-10" 25'-3" 23'-0"

IB800

11 7/8”L/360 LL 26'-2" 23'-8" 22'-2" 20'-6" 25'-1" 22'-9" 21'-4" 19'-8" 23'-10" 21'-7" 20'-3" 18'-9"L/240 LL 29'-8" 26'-10" 25'-2" 23'-3" 28'-1" 25'-5" 23'-10" 22'-1" 26'-2" 23'-8" 22'-3" 20'-7"

14”L/360 LL 29'-9" 26'-11" 25'-2" 23'-3" 28'-6" 25'-10" 24'-3" 22'-5" 27'-1" 24'-6" 23'-0" 21'-4"L/240 LL 33'-8" 30'-6" 28'-7" 26'-3" 31'-11" 28'-10" 27'-1" 25'-1" 29'-9" 26'-11" 25'-3" 23'-5"

16”L/360 LL 32'-11" 29'-9" 27'-11" 25'-10" 31'-7" 28'-7" 26'-10" 24'-10" 30'-0" 27'-2" 25'-6" 23'-7"L/240 LL 37'-4" 33'-9" 31'-8" 27'-11" 35'-4" 32'-0" 30'-0" 27'-0" 32'-11" 29'-10" 28'-0" 25'-9"

18”L/360 LL 36'-2" 32'-9" 30'-8" 28'-4" 34'-9" 31'-5" 29'-6" 27'-3" 33'-0" 29'-10" 28'-0" 25'-11"L/240 LL 41'-0" 37'-1" 33'-11" 29'-7" 38'-9" 35'-1" 33'-0" 28'-7" 36'-2" 32'-9" 30'-9" 27'-3"

20”L/360 LL 38'-11" 35'-3" 33'-1" 30'-6" 37'-5" 33'-10" 31'-9" 29'-4" 35'-6" 32'-2" 30'-2" 27'-11"L/240 LL 44'-1" 39'-2" 35'-9" 30'-6" 41'-9" 37'-10" 35'-2" 29'-5" 38'-11" 35'-3" 33'-1" 28'-1"

IB900

11 7/8”L/360 LL 26'-11" 24'-4" 22'-10" 21'-1" 25'-10" 23'-5" 21'-11" 20'-3" 24'-7" 22'-3" 20'-10" 19'-4"L/240 LL 30'-6" 27'-7" 25'-11" 23'-11" 28'-11" 26'-2" 24'-7" 22'-9" 26'-11" 24'-5" 22'-11" 21'-2"

14”L/360 LL 30'-8" 27'-8" 26'-0" 24'-0" 29'-5" 26'-7" 24'-11" 23'-1" 27'-11" 25'-3" 23'-9" 21'-11"L/240 LL 34'-8" 31'-5" 29'-6" 27'-3" 32'-10" 29'-9" 27'-11" 25'-10" 30'-8" 27'-9" 26'-1" 24'-1"

16”L/360 LL 33'-11" 30'-8" 28'-9" 26'-7" 32'-7" 29'-6" 27'-8" 25'-7" 30'-11" 28'-0" 26'-4" 24'-4"L/240 LL 38'-5" 34'-10" 32'-8" 27'-11" 36'-5" 33'-0" 30'-11" 27'-0" 33'-11" 30'-9" 28'-10" 25'-9"

18”L/360 LL 37'-3" 33'-9" 31'-8" 29'-3" 35'-9" 32'-5" 30'-5" 28'-1" 33'-11" 30'-9" 28'-11" 26'-9"L/240 LL 42'-2" 38'-3" 35'-11" 29'-7" 39'-11" 36'-2" 34'-0" 28'-7" 37'-2" 33'-9" 31'-8" 27'-3"

20”L/360 LL 40'-4" 36'-7" 34'-4" 30'-6" 38'-9" 35'-1" 32'-11" 29'-5" 36'-9" 33'-4" 31'-3" 28'-1"L/240 LL 45'-8" 41'-5" 38'-2" 30'-6" 43'-3" 39'-2" 36'-9" 29'-5" 40'-3" 36'-6" 34'-4" 28'-1"

24”L/360 LL 46'-4" 41'-11" 36'-2" 28'-11" 44'-5" 40'-3" 34'-11" 27'-11" 42'-2" 38'-3" 33'-4" 26'-8"L/240 LL 52'-5" 43'-5" 36'-2" 28'-11" 49'-7" 42'-0" 34'-11" 27'-11" 46'-2" 40'-0" 33'-4" 26'-8"




TABLE IBC-MR3

Series Joist Depth

Deflection Criteria



12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

IB400

9 1/2”L/360 LL 17'-2" 15'-6" 14'-6" 13'-5" 16'-6" 14'-11" 14'-0" 12'-11" 15'-8" 14'-2" 13'-3" 12'-3"L/240 LL 19'-8" 17'-0" 15'-6" 13'-10" 18'-10" 16'-9" 15'-3" 13'-8" 17'-7" 15'-11" 14'-11" 13'-4"

11 7/8”L/360 LL 20'-6" 18'-7" 17'-5" 15'-9" 19'-9" 17'-10" 16'-9" 15'-5" 18'-9" 16'-11" 15'-11" 14'-8"L/240 LL 22'-5" 19'-4" 17'-8" 15'-9" 22'-1" 19'-1" 17'-5" 15'-7" 21'-1" 18'-8" 17'-1" 15'-3"

14”L/360 LL 23'-5" 21'-2" 19'-5" 17'-4" 22'-5" 20'-4" 19'-1" 17'-1" 21'-4" 19'-4" 18'-1" 16'-9"L/240 LL 24'-7" 21'-3" 19'-5" 17'-4" 24'-3" 20'-11" 19'-1" 17'-1" 23'-9" 20'-6" 18'-9" 16'-9"

16”L/360 LL 26'-0" 22'-11" 20'-11" 18'-8" 24'-11" 22'-7" 20'-7" 18'-5" 23'-8" 21'-5" 20'-1" 18'-0"L/240 LL 26'-6" 22'-11" 20'-11" 18'-8" 26'-1" 22'-7" 20'-7" 18'-5" 25'-7" 22'-2" 20'-2" 18'-0"

IB600

9 1/2”L/360 LL 18'-2" 16'-5" 15'-5" 14'-2" 17'-5" 15'-9" 14'-9" 13'-8" 16'-7" 15'-0" 14'-1" 13'-0"L/240 LL 20'-11" 18'-11" 17'-9" 16'-3" 19'-11" 18'-1" 16'-11" 15'-8" 18'-8" 16'-11" 15'-10" 14'-8"

11 7/8”L/360 LL 21'-9" 19'-8" 18'-5" 17'-0" 20'-10" 18'-10" 17'-8" 16'-4" 19'-10" 17'-11" 16'-10" 15'-7"L/240 LL 25'-0" 22'-8" 20'-9" 18'-7" 23'-10" 21'-7" 20'-3" 18'-3" 22'-3" 20'-2" 18'-11" 17'-6"

14”L/360 LL 24'-9" 22'-4" 21'-0" 19'-4" 23'-9" 21'-6" 20'-2" 18'-7" 22'-7" 20'-5" 19'-2" 17'-9"L/240 LL 28'-6" 25'-0" 22'-10" 20'-4" 27'-2" 24'-7" 22'-6" 20'-1" 25'-4" 23'-0" 21'-7" 19'-8"

16”L/360 LL 27'-6" 24'-10" 23'-4" 21'-6" 26'-5" 23'-10" 22'-5" 20'-8" 25'-1" 22'-8" 21'-4" 19'-8"L/240 LL 31'-1" 26'-11" 24'-7" 21'-11" 30'-2" 26'-6" 24'-2" 21'-8" 28'-2" 25'-6" 23'-9" 21'-2"

IB800

11 7/8”L/360 LL 24'-2" 21'-10" 20'-6" 18'-11" 23'-3" 21'-0" 19'-8" 18'-2" 22'-1" 20'-0" 18'-9" 17'-4"L/240 LL 27'-10" 25'-2" 23'-8" 21'-3" 26'-7" 24'-0" 22'-7" 20'-7" 24'-10" 22'-6" 21'-1" 19'-6"

14”L/360 LL 27'-6" 24'-10" 23'-3" 21'-6" 26'-5" 23'-11" 22'-5" 20'-8" 25'-1" 22'-9" 21'-4" 19'-8"L/240 LL 31'-8" 28'-8" 26'-11" 22'-1" 30'-2" 27'-4" 25'-8" 21'-5" 28'-3" 25'-7" 24'-0" 20'-7"

16”L/360 LL 30'-6" 27'-6" 25'-10" 23'-6" 29'-3" 26'-6" 24'-10" 22'-9" 27'-10" 25'-2" 23'-7" 21'-10"L/240 LL 35'-1" 31'-9" 29'-3" 23'-6" 33'-5" 30'-3" 28'-5" 22'-9" 31'-3" 28'-4" 26'-7" 21'-11"

18”L/360 LL 33'-6" 30'-3" 28'-4" 24'-10" 32'-2" 29'-1" 27'-3" 24'-2" 30'-6" 27'-8" 25'-11" 23'-2"L/240 LL 38'-6" 34'-1" 31'-1" 24'-10" 36'-9" 33'-3" 30'-3" 24'-2" 34'-4" 31'-1" 29'-1" 23'-2"

20”L/360 LL 36'-1" 32'-7" 30'-7" 25'-7" 34'-7" 31'-4" 29'-4" 24'-11" 32'-11" 29'-9" 27'-11" 23'-11"L/240 LL 41'-6" 35'-11" 32'-1" 25'-7" 39'-6" 35'-5" 31'-2" 24'-11" 36'-11" 33'-6" 29'-11" 23'-11"

IB900

11 7/8”L/360 LL 24'-11" 22'-6" 21'-1" 19'-5" 23'-11" 21'-8" 20'-3" 18'-9" 22'-9" 20'-7" 19'-4" 17'-10"L/240 LL 28'-8" 26'-0" 24'-4" 22'-6" 27'-4" 24'-9" 23'-3" 21'-6" 25'-7" 23'-2" 21'-9" 20'-1"

14”L/360 LL 28'-4" 25'-7" 24'-0" 22'-2" 27'-3" 24'-7" 23'-1" 21'-4" 25'-10" 23'-5" 21'-11" 20'-4"L/240 LL 32'-8" 29'-6" 27'-8" 23'-2" 31'-1" 28'-2" 26'-5" 22'-6" 29'-1" 26'-4" 24'-9" 21'-7"

16”L/360 LL 31'-5" 28'-4" 26'-7" 23'-6" 30'-2" 27'-3" 25'-7" 22'-9" 28'-8" 25'-11" 24'-4" 21'-11"L/240 LL 36'-2" 32'-9" 29'-4" 23'-6" 34'-6" 31'-2" 28'-6" 22'-9" 32'-3" 29'-2" 27'-5" 21'-11"

18”L/360 LL 34'-6" 31'-2" 29'-3" 24'-10" 33'-1" 30'-0" 28'-1" 24'-2" 31'-5" 28'-6" 26'-9" 23'-2"L/240 LL 39'-8" 35'-11" 31'-2" 24'-10" 37'-10" 34'-3" 30'-3" 24'-2" 35'-4" 32'-0" 29'-1" 23'-2"

20”L/360 LL 37'-4" 33'-10" 31'-9" 25'-7" 35'-10" 32'-6" 30'-6" 24'-11" 34'-1" 30'-10" 29'-0" 23'-11"L/240 LL 43'-0" 38'-6" 32'-1" 25'-7" 40'-11" 37'-1" 31'-2" 24'-11" 38'-3" 34'-8" 29'-11" 23'-11"

24”L/360 LL 42'-11" 36'-6" 30'-5" 24'-4" 41'-2" 35'-6" 29'-7" 23'-7" 39'-1" 34'-1" 28'-5" 22'-8"L/240 LL 48'-9" 36'-6" 30'-5" 24'-4" 47'-0" 35'-6" 29'-7" 23'-7" 43'-11" 34'-1" 28'-5" 22'-8"



NOTES:

1. Allowable clear span applicable to simple-span roof construction with unfactored 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. The strength limit states are based on the factored loads of 1.50L + 1.25D. The serviceability limit states include the consideration of unfactored live load deflection limit of L/240 (suspended ceiling or other). Total load deflection limit is based on unfactored total load at L/180 deflection criteria. Live load for roof span tables IBC-MR1, IBC-MR2, and IBC-MR3 is assumed to include snow and rain-on-snow with appropriate exposure factors per the applicable region and Canadian building code.

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 Limit State Design (LSD) per CSA 086. 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 CCMC 12768-R evaluation report. Design properties are also indicated in tables IBC-EP1 and IBC-EP2. For technical support, contact IB or your local IB distributor.


Filler Block Requirements for Double Joist Construction

TABLE IBUC – FB1

Flange Width

Joist Series

Joist Depth

Filler Depth

Filler Thickness

2 1/2"

IB400/600 9 1/2" 6"

2 1/8"IB400/600 11 7/8" 8"

IB400/600 14" 10"

IB400/600 16" 12"

3 1/2"

IB800/900 11 7/8" 8"

3 1/8"

IB800/900 14" 10"

IB800/900 16" 12"

IB800/900 18" 14"

IB800/900 20" 16"

IB800/900 24" 20"


Double Joist Construction DetailNOTES: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 side-applied point loads (see detail 1H on page 8), and the remaining length of a 2-ply I-joist 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.

DIAGRAM IBUC – DJ1

Filler blocking per table IBUC-FB1

1/8" gap between top flange and filler block

LEGEND (o) designates nails from near face (+) designates nails from far face

Offset nails from opposite face by 6"

12"


WEB STIFFENER REQUIREMENTSA 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.


Web Stiffener Requirements(1)

Flange width 2 ½" or 3 ½"

±2"1/ 8" - ¼" Gap

Gap

±2"No Gap

Tight Joint No Gap

Tight Joint No Gap

Gap

Concentrated Load (Load stiffener)

End Bearing (Bearing stiffener)

(4) 8d nails2, 10d required for I-joists with 3 ½" flange width IB800/900

WEB STIFFENER SIZE REQUIREMENT 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

TABLE IBUC-WS1

Designation Web Stiffener Size Each Side of WebIB 400/600 1" x 2 ½" minimum widthIB 800/900 1 ½" x 3 ½" minimum width


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.

Typical Holes


DIAGRAM IBUC-TH1

Minimum distance from face of support to the center of hole. See table on page 39.

2x diameter of larger hole

3/4xdiameter

GUIDELINESWEB HOLE GUIDELINES



Allowable Web Hole Sizes and Locations (Limit State Design)

Allowable Web Hole Sizes and Locations (Limit State Design)

TABLE IBC-AW1

TABLE IBC-AW2

RESI

DEN

TIAL

(40L

+ 1

5D)

40 psf Unfactored Live Load15 psf Unfactored Dead Load (1 3/4" end bearings, 3 1/2" interior without bearing stiffeners)Minimum Distance from inside face of any support to center of webhole (Simple or Multi-span)

50 psf Unfactored Live Load35 psf Unfactored Dead Load (1 3/4" end bearings, 3 1/2" bearings with bearing stiffeners)Minimum Distance, D, from inside face of any support to center of webhole (Simple or Multi-span)

COM

MER

CIAL

(50L

+ 3

5D)

ROUND HOLE DIAMETER (INCHES)Joist Depth Series SAF 2 3 4 5 6 6 1/4 7 8 8 5/8 9 10 10 3/4

9 1/2"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"

11 7/8"

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"IB800 19'-11" 1'-9" 2'-11" 4'-2" 5'-5" 7'-0" 7'-5" 8'-8"IB900 20'-5" 0'-7" 1'-4" 2'-10" 4'-4" 6'-0" 6'-5" 7'-8" 9'-6"

14"

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"IB600 18'-1" 0'-7" 0'-8" 1'-9" 3'-1" 4'-5" 4'-9" 5'-10" 7'-7" 8'-8"IB800 21'-10" 1'-9" 3'-0" 4'-4" 5'-8" 7'-1" 7'-6" 8'-7" 10'-2"IB900 23'-2" 0'-8" 1'-11" 3'-2" 4'-6" 5'-10" 6'-3" 7'-3" 8'-9" 9'-10" 10'-7"

16"

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"IB600 18'-1" 0'-7" 0'-8" 1'-4" 2'-8" 4'-1" 4'-5" 5'-6" 7'-0" 7'-11" 8'-6"IB800 22'-5" 2'-4" 3'-6" 4'-8" 5'-11" 7'-2" 7'-5" 8'-5" 9'-10" 10'-10"IB900 24'-3" 0'-7" 1'-8" 3'-0" 4'-5" 5'-11" 6'-3" 7'-5" 8'-11" 9'-11" 10'-6"

ROUND HOLE DIAMETER (INCHES)Joist Depth Series SAF 2 4 6 8 10 12 14 14 3/4 16 16 3/4

18"IB800 19'-0" 0'-7" 1'-0" 2'-7" 4'-3" 6'-0" 8'-0"

IB900 21'-6" 0'-7" 1'-7" 3'-4" 5'-2" 7'-1" 9'-1"

20"IB800 21'-0" 0'-7" 1'-4" 2'-9" 4'-3" 5'-10" 7'-5" 9'-10"

IB900 22'-6" 0'-7" 1'-1" 2'-9" 4'-5" 6'-3" 8'-1" 10'-5"

24" IB900 24'-6" 0'-7" 0'-8" 1'-6" 3'-1" 4'-8" 6'-5" 8'-2" 8'-10" 10'-2" 11'-2"


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 37.

10. 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 36.

15. 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.


GENERAL INFORMATION

IUS SUL

MIT LSSU HU

2 ½"3 ½"

2 1/4"3"(2 ½" for THAI-2)

MIU WPU THAI THAI

NOTES:1. Increased capacity may be possible with substituted nails. See current Wood

Construction Connectors Canadian-LSD Simpson catalog for other conditions.

2. Uplift capacity may be increased with optional nails. See current Wood Construction Connectors Canadian-LSD Simpson catalog.

3. When I-Joist is used as a header, all header nails must be 10d x 1 1/2".

4. Table capacities are for without bearing stiffeners. Higher capacities may be possible with bearing stiffeners.

5. Entries in this table are for 2 inch hanger seat.

Table IBC-FC1 – Top Mount

FRAMING CONNECTORS

Table IBC-FC2 – Face Mount (Snap-In)

Joist Height Model B

Dim.TF

Dim.

Fastener Type Factored Uplift Resistance(2)

DF(KD=1.15)

Factored Down LoadResistance(4) (KD=1.0)

Header JoistHeader Type

DF LVL SPF I-joist(3)

Joist Width = 2 1/2” IB400 IB600

9 1/2" ITS2.56/9.5

2" 1 7/16" (6) 10d(3) NONE(2) 175 2,280 1,37511 7/8" ITS2.56/11.88

14" ITS2.56/14

16" ITS2.56/16

Joist Width = 3 1/2” IB800 IB900

11 7/8" ITS3.56/11.88

2" 1 7/16" (6) 10d(3) NONE(2) 175 2,280 1,37514" ITS3.56/14

16" ITS3.56/16


Dim.

Fastener Type Factored Uplift Resistance(2)

DF(KD=1.15)

Factored Down LoadResistance(4) (KD=1.0)


DF LVL SPF I-joist(3)

Joist Width = 2 1/2” IB400/IB600

9 1/2" ITS2.56/9.5

2"

(8) 10d

NONE(2) 175

2,385 1,690

11 7/8" ITS2.56/11.88 (10) 10d 2,565 1,820

14" ITS2.56/14 (12) 10d 2,565 1,820

16" ITS2.56/16 (14) 10d 2,725 1,935

Joist Width = 3 1/2” IB800/IB900

11 7/8" ITS3.56/11.88

2"

(12) 10d

NONE(2) 175 2,370

1,685

14" ITS3.56/14 (12) 10d 1,685

16" ITS3.56/16 (14) 10d 1,685

Residential Single IB MAX-CORE I-Joists Canadian LSD (Factored lbs)(1)


Residential Single IB MAX-CORE I-Joists Canadian LSD (Factored lbs)(1)

Table IBC-FC3 – Top Mount

Table IBC-FC4 – Face Mount

4. Numbers in brackets thus (4,600) indicate maximum factored end reaction limit of I-joist with web stiffeners (lbs.) and must not be exceeded. Number without brackets are limited by the indicated nails.

5. See current Simpson IB Connector Selection Guide or current Wood Construction Connectors Canadian-LSD Simpson catalog for all other applications.

MIT

ITS IUS

SUL LSSU

MIUHU WPU THAI HIT

3"

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 factored

downward reaction exceeds the following:


Dim.TF

Dim.

Fastener TypeFactored Uplift DF(KD=1.15)

Factored Down Load Resistance(3)(KD=1.0) (lbs)


DF DF LVL SPF I-joist(1)

Joist Width = 3 1/2” IB800/IB900 IB800/IB900

18" MIT4182 1/2" 2 5/16" (8) 16d (2) 10dx1 1/2 375 (3,490) (3,550) 1,900

20" MIT420

Joist Width = 3 1/2”

24" HIT424 3" 2 3/8" (8) 16d (2) 10dx1 1/2 450 (4,570) (3,725) N/A


Dim.TF

Dim.

Fastener TypeFactored Uplift DF(KD=1.15)

Factored Down Load Resistance(3)(KD=1.0) (lbs)


DF DF LVL SPF I-joist(1)

Joist Width = 3 1/2” IB800/IB900 IB800/IB900

18" MIU3.56/182 1/2" N/A

(26) 16d(2) 10dx1 1/2 375 (4,930) N/A 3,485

20" MIU3.56/20 (28) 16d

Joist Width = 3 1/2”

24" MIU3.56/20(2) 2 1/2" N/A (28) 16d (2) 10dx1 1/2 375 (4,930) N/A 3,485

Joist Depth

IB800 IB900

MIT & MIU MIT HIT MIU

18"2,330 2,330

2,3302,330

20"

24" N/A N/A Note(2)

Note: Brackets ( ) denote web stiffeners.

Note: Brackets ( ) denote web stiffeners.

Table IBC-FC5

2 1/4"

2 1/2"3 1/2"

2"

3"(2 ½" for THAI-2)

—43INTERNATIONAL BEAMS | CANADIAN I-JOIST DESIGN MANUAL | AUGUST 2016* Refer to notes on page 44. / ** Details on pages 6 to 8.

Cantilever Detail for Balconies

Lumber Cantilever Detail for Balconies

Brick-to-Grade Cantilever Detail A Typical Joist Condition

Cantilever extension supporting uniform floor loads only

Rimboard, or wood structural panel

3 ½" min. bearing required

L/4 4' maximum, where L is joist span

I-joist or rimboard

Attach I-joists to plate at all supports per Detail 1B

2 x 8 min. Nail to backer block and joist with two rows of 10d nails @ 6" o.c. and clinch. (Cantilever nails may be used to attach backer block if length of nail is sufficient to allow clinching

1 ½" x L 4' minimum

L 4' maximum, where L is length of cantilever

Cantilever extension supporting uniform floor loads only

Lumber or wood structural panel closure


I-joist or rimboard

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.

Double top plate Load-bearing wall

I-joist (see note 2)

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 nails @ 6" o.c. and clinch

Attach 1B I-joists to plate at all supports per Detail 1B

CANTILEVER FRAMING DETAILS

CAUTION: Cantilevers formed this way must be carefully detailed to prevent moisture intrusion into the structure and potential decay of untreated I-joist extensions


Brick-to-Grade Cantilever Detail B Perpendicular I-Joist Blocking Condition

Brick-to-Grade Cantilever Detail C Corner Condition

* Refer to notes below.

2 x 6 web stiffeners on both sides of web nailed to I-joist using six-10d, 3" nails in staggered rows

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

Girder joist (see note 2)

I-joist @ 24" o.c. (max.) nailed to sill plate using one-8d, 2 ½" nail at each side at bearing (see note 2)

Double top plate 5" max. Load-bearing wall

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.

Nail rimboard to 2 x 8 (min.) blocking with 10d, 3" nails at 6" o.c.

Nail rimboard to I-joist using one-8d, 2 ½" nail in each flange

1 1/8" rimboard

Load-bearing wall

Six- 10d nails (min. three thru OSB web into each stiffener)

Six-10d nails (min. three thru OSB web into each stiffener)

2 x six web stiffeners on both

sides of web nailed to I-joists using six-10d nails

in staggered rows.

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 nails @ 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)

Nail LVL using four-10d nails

5" max.

Girder (see note 2)

Pack out I-joist web with filler blocks as required and nail LVL to I-joist using four-10d nails

I-joists @ 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.

CANTILEVER FRAMING DETAILS (CONTINUED)

—45INTERNATIONAL BEAMS | CANADIAN I-JOIST DESIGN MANUAL | AUGUST 2016* Refer to notes on page 6 to 8.

CANTILEVER FRAMING DETAILS (CONTINUED)

Cantilever Detail for Vertical Building Offset

Cantilever Detail for Vertical Building Offset (Alternate method)

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

8d nails


2'-0" maximum

2'-0" minimum

Use nailing pattern shown for Method 1 with opposite face nailing offset by 3"

METHOD 2 SHEATHING REINFORCEMENT TWO SIDES Use same installation as Method 1 but reinforce both sides of I-joist with sheathing

6"

Blocking panel or rimboard blocking, attach per Detail 1G

See double I-joist construction detail–Diagram IBUC-DJI page 35 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

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

Attach I-joists to top plate at all supports per Detail 1B 3 ½" min. bearing required

2'-0" maximum

4'-0" minimum

Blocking panel or rimboard blocking, attach per Detail 1G

Attach I-joist to plate per Detail 1B


NOTES:

1. Code Keya. N=No reinforcement requiredb. 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 unfactored 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 12 – 24 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.

TABLE IBUC-CR1

CANTILEVER REINFORCEMENT FOR FLOORS

See table on left forI-joist reinforcementrequirements at cantilever.

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.

2'–0"maximum

Roof truss span

2'–0"maximum

Hiptrusses

Girder truss

Roof trusses

13'–0"maximum

Roof truss span

See table on left forI-joist reinforcementrequirements at cantilever.

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.

2'–0"maximum

Roof truss span

2'–0"maximum

Hiptrusses

Girder truss

Roof trusses

13'–0"maximum

Roof truss span

UNFACTORED ROOF DESIGN LOADS

Joist Depth

Roof Truss Span

TL=35 psf(Snow up to 20 psf, DL=15 psf)



I-joist spacing I-joist spacing I-joist spacing

12" 16" 19.2" 24" 12" 16" 19.2" 24" 12" 16" 19.2" 24"

9 1/2"

26' N N N 1 N N 1 2 N N 1 X28' N N N 1 N N 1 2 N 1 2 X30' N N N 1 N N 1 2 N 1 2 X32' N N N 1 N N 1 X N 1 2 X34' N N 1 2 N 1 1 X N 1 2 X36' N N 1 2 N 1 2 X N 2 X X

11 7/8"

26' N N N N N N N 1 N N N 128' N N N N N N N 1 N N 1 130' N N N N N N N 1 N N 1 232' N N N N N N N 1 N N 1 234' N N N 1 N N N 1 N N 1 236' N N N 1 N N 1 1 N 1 1 238' N N N 1 N N 1 2 N 1 1 X

14"

26' N N N N N N N 1 N N N 128' N N N N N N N 1 N N N 130' N N N N N N N 1 N N 1 132' N N N 1 N N N 1 N N 1 234' N N N 1 N N N 1 N N 1 236' N N N 1 N N 1 1 N N 1 238' N N N 1 N N 1 1 N 1 1 240' N N N 1 N N 1 2 N 1 1 2

16"

26' N N N N N N N 1 N N N 128' N N N N N N N 1 N N 1 130' N N N 1 N N N 1 N N 1 232' N N N 1 N N N 1 N N 1 234' N N N 1 N N 1 1 N N 1 236' N N N 1 N N 1 1 N N 1 238' N N N 1 N N 1 2 N 1 1 240' N N N 1 N N 1 2 N 1 1 242' N N N 1 N N 1 2 N 1 1 2

18"

26' N N N N N N N 1 N N 1 128' N N N 1 N N N 1 N N 1 130' N N N 1 N N N 1 N N 1 232' N N N 1 N N 1 1 N N 1 234' N N N 1 N N 1 1 N N 1 236' N N N 1 N N 1 2 N 1 1 238' N N N 1 N N 1 2 N 1 1 240' N N N 1 N N 1 2 N 1 1 242' N N 1 1 N N 1 2 N 1 2 X44' N N 1 1 N N 1 2 N 1 2 X

20"

26' N N N 1 N N N 1 N N 1 128' N N N 1 N N N 1 N N 1 230' N N N 1 N N N 1 N N 1 232' N N N 1 N N 1 1 N N 1 234' N N N 1 N N 1 1 N 1 1 236' N N N 1 N N 1 2 N 1 1 238' N N N 1 N N 1 2 N 1 1 240' N N 1 1 N N 1 2 N 1 1 242' N N 1 1 N N 1 2 N 1 2 X44' N N 1 1 N 1 1 2 N 1 2 X46' N N 1 2 N 1 1 2 N 1 2 X

Cantilever Reinforcement Chart (all IB I-Joist Series) (Limit State Design)

'

COM

MER

CIAL

RESI

DEN

TIAL


FIRE & SOUND RATED ASSEMBLIES

DISCUSSIONFire rated assemblies are required for multi-family residential and commercial buildings. A townhouse may only require a 45 minute fire-rated floor/ceiling separation assembly, but multi-family residential and commercial buildings require a fire rating of one hour (two hours for some commercial buildings). A roof/ceiling fire-rated assembly may also be required. A minimum sound transmission class (STC) rating of 50 is required for multi-family and commercial buildings under the National Building Code of Canada (NBCC). The specified assembly must meet both the fire rating and STC sound rating minimum requirements. Although impact insulation class (IIC) sound ratings are not a requirement of NBCC, data is available for design. A target minimum IIC sound rating of 50 is recommended for design.

GENERIC ASSEMBLIES IN NBCCIB MAX-CORE I-Joists are listed with Intertek Testing Services (ITS), an accredited test lab and listing service recognized by the Standards Council of Canada and NBCC. This ITS listing adopts by reference all of the generic fire and sound rated assemblies which include I-joists in Table A-9.10.3.1.B of NBCC. The IB-ITS 1-hour fire-rated floor/ceiling assembly IBI/MWP 60.02 example on the following page most closely matches sound rated assembly number F11g in the NBCC table of generic assemblies. For details of construction, refer to the complete listing. Other fire and sound rated assemblies are available in the referenced NBCC table.

IB PROPRIETARY FIRE-RATED ASSEMBLIESIB has several proprietary fire-rated assemblies in the APA Fire-Rated Assemblies document PR-S205. The first seven assemblies in this document indicate in the heading that they are listed in accordance with ASTM E119 and CAN/ULC S101, and thus, are appropriate for use in Canada. This document is available for download from the IB website at www.ibewp.com.


1 2 3

4 5 6

NOTES FOR ITS F/C ASSEMBLY 60.02: Legend: 1. Gypsum underlayment (optional for fire rating)2. Minimum 19/32" 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

Detail: Design No. IBI/MWP 60-02 Assembly Rating: 60 Minutes Floor/Ceiling Assembly

IIC Ratings (source: ITS Report Number – 3180279COQ-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-9.10.3.1.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

Sample IB MAX-CORE I-Joist Fire-Rated Assembly

ITEMS THAT MAY BE ADDED TO THE ASSEMBLIES TO INCREASE SOUND RATINGS


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.

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.

2. Never stack building materials over unsheathed IB MAX-CORE I-Joists. Stack only over beams or walls.

3. IB MAX-CORE I-Joists are not stable until completely installed, and will not carry any load until fully braced and sheathed.

Illustration 1 Illustration 2




STORAGE, HANDLING& SAFETY GUIDELINES


NOTES

240 S Pineapple Avenue, Suite 510, Sarasota FL 342361.844.IB.BEAMS | [email protected] | www.ibewp.com

JDE0916C

max-coe i -joist design manual-canada€¦ · osb web of i-joist blocking into 2x6 vertical block...

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