Adopting agency | BSC | BSC-CG | SFM | HCD | DSA | OSHPD | BSCC | DPH | AGR | DWR | CEC | CA | SL | SLC | |||||||
1 | 2 | 1/AC | AC | SS | SS/CC | 1 | 2 | 3 | 4 | ||||||||||||
Adopt entire chapter | X | ||||||||||||||||||||
Adopt entire chapter as amended (amended sections listed below) | X | X | X | X | X | X | X | ||||||||||||||
Adopt only those sections that are listed below | X | X | |||||||||||||||||||
Chapter / Section | |||||||||||||||||||||
2301.1 | X | ||||||||||||||||||||
2301.1.1 | X | X | X | X | X | ||||||||||||||||
2301.1.2 | X | X | X | X | X | ||||||||||||||||
2301.1.3 | X | X | X | X | X | ||||||||||||||||
2301.1.3.1 | X | X | X | X | |||||||||||||||||
2301.1.3.2 | X | ||||||||||||||||||||
2301.1.4 | X | X | X | X | X | ||||||||||||||||
2301.2, Item 4, Exception | X | X | X | ||||||||||||||||||
2303.1.3.1 | X | X | X | X | X | ||||||||||||||||
2303.1.4.1 | X | X | X | X | X | ||||||||||||||||
2303.2 — 2303.2.9 | X | ||||||||||||||||||||
2303.4.1.4.1, Exception 3 | X | X | X | X | X | ||||||||||||||||
2303.4.3.1 | X | X | X | X | X | ||||||||||||||||
2304.3.1.1 | X | ||||||||||||||||||||
2304.3.4 | X | X | X | X | X | ||||||||||||||||
2304.4.1 | X | X | |||||||||||||||||||
2304.5 | |||||||||||||||||||||
2304.6.1 | X | X | |||||||||||||||||||
2304.10.1.1 | X | X | X | X | |||||||||||||||||
2304.12.1.1.1 | X | ||||||||||||||||||||
2304.12.1.2, Exception | X | X | X | X | |||||||||||||||||
2304.12.1.4.1 | X | X | X | X | |||||||||||||||||
2304.12.2.5 | X | X | X | X | X | ||||||||||||||||
2304.12.2.6 | X | X | X | X | X | ||||||||||||||||
2304.12.8 | X | ||||||||||||||||||||
2304.12.9 | X | ||||||||||||||||||||
2305.1.2 | X | X | X | X | X | ||||||||||||||||
2308.1 | X | X | |||||||||||||||||||
2308.2.7 | X | X | X | ||||||||||||||||||
2309.1.1 | X | X | X |
The Office of the State Fire Marshal's adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11.
The provisions of this chapter shall govern the materials, design, construction and quality of wood members and their fasteners.
[HCD 1] For limited-density owner-built rural dwellings, owner-produced or used materials and appliances may be utilized unless found not to be of sufficient strength or durability to perform the intended function; owner-produced or used lumber, or shakes and shingles may be utilized unless found to contain dry rot, excessive splitting or other defects obviously rendering the material unfit in strength or durability for the intended purpose.
[DSA-SS, DSA-SS/CC & OSHPD 1, 2 & 4] The scope of application of Chapter 23 is as follows:
- Applications listed in Sections 1.9.2.1 and 1.9.2.2, regulated by the Division of the State Architect-Structural Safety (DSA-SS, and DSA-SS/CC). These applications include public elementary and secondary schools, community colleges and state-owned or state-leased essential services buildings.
Applications listed in Section 1.10, regulated by the Office of Statewide Health Planning and Development (OSHPD). These applications include hospitals, skilled nursing facilities, intermediate care facilities and correctional treatment centers.
Exception: For applications listed in Section 1.10.3 (Licensed Clinics), the provisions of this chapter without OSHPD amendments identified in accordance with Section 2301.1.2 shall apply.
[DSA-SS, DSASS/CC & OSHPD 1, 2 & 4] Amendments appear in this chapter preceded with the appropriate acronym, as follows:
Division of the State Architect - Structural Safety:
[DSA-SS] - For applications listed in Section 1.9.2.1.
[DSA-SS/CC] - For applications listed in Section 1.9.2.2
Office of Statewide Health Planning and Development:
[OSHPD 1] - For applications listed in Section 1.10.1.
[OSHPD 2] - For applications listed in Section 1.10.2.
[OSHPD 4] - For applications listed in Section 1.10.4.
[DSA-SS & DSA-SS/CC & OSHPD 1, 2 & 4] The following design methods, systems, and materials are not permitted by DSA and OSHPD:
- Straight-sheathed horizontal lumber diaphragms.
- Gypsum-based sheathing shear walls and portland cement plaster shear walls.
- Shear wall foundation anchor bolt washers in accordance with exception to AWC SDPWS Section 4.3.6.4.3.
- Wood structural panel shear walls and diaphragms using staples as fasteners.
- Unblocked shear walls.
- Any wood structural panel sheathing used for diaphragms and shear walls that are part of the seismic force-resisting system, not applied directly to framing members.
- Single and double diagonally sheathed lumber walls used to resist seismic forces.
- Log structures in accordance with ICC 400.
- Cross-laminated timber used as part of the seismic force-resisting system, unless approved as an alternative system in accordance with Section 104.11.
The design of structural elements or systems, constructed partially or wholly of wood or wood-based products, shall be in accordance with one of the following methods:
- Allowable stress design in accordance with Sections 2304, 2305 and 2306.
- Load and resistance factor design in accordance with Sections 2304, 2305 and 2307.
- Conventional light-frame construction in accordance with Sections 2304 and 2308.
- AWC WFCM in accordance with Section 2309.
- The design and construction of log structures in accordance with the provisions of ICC 400.
The following terms are defined in Chapter 2:
CONVENTIONAL LIGHT-FRAME CONSTRUCTION.
STRUCTURAL GLUED-LAMINATED TIMBER.
Fire-retardant-treated wood.
[DSA-SS, DSASS/CC and OSHPD 1, 2 & 4] The construction documents shall indicate the following:
- Dry or wet service conditions.
- Laminating combinations and stress requirements.
- Species group.
- Preservative material and retention, when preservative treatment is required.
- Provisions for protection during shipping and field handling, such as sealing and wrapping in accordance with AITC 111.
When mechanical reinforcement such as radial tension reinforcement is required, such reinforcement shall comply with AITC 404 and shall be detailed accordingly in the construction documents. Construction documents shall specify that the moisture content of laminations at the time of manufacture shall not exceed 12 percent for dry conditions of use.
The design of fasteners and connections shall comply with AITC 117, Section I, Item 6 (Connection Design), and NDS Appendix E.
[DSA-SS & DSASS/CC & OSHPD 1, 2 & 4] Requirements in Section 2303.1.3.1 shall apply to glued cross-laminated timber.
Wood required by Section 2304.12 to be preservative treated shall bear the quality mark of an inspection agency that maintains continuing supervision, testing and inspection over the quality of the preservative-treated wood. Inspection agencies for preservative-treated wood shall be listed by an accreditation body that complies with the requirements of the American Lumber Standards Treated Wood Program, or equivalent. The quality mark shall be on a stamp or label affixed to the preservative-treated wood, and shall include the following information:
- Identification of treating manufacturer.
- Type of preservative used.
- Minimum preservative retention (pcf).
- End use for which the product is treated.
- AWPA standard to which the product was treated.
- Identity of the accredited inspection agency.
Fire-retardant-treated lumber and wood structural panels shall be labeled. The label shall contain the following items:
- The identification mark of an approved agency in accordance with Section 1703.5.
- Identification of the treating manufacturer.
- The name of the fire-retardant treatment.
- The species of wood treated.
- Flame spread and smoke-developed index.
- Method of drying after treatment.
- Conformance with appropriate standards in accordance with Sections 2303.2.5 through 2303.2.8.
- For fire-retardant-treated wood exposed to weather, damp or wet locations, include the words "No increase in the listed classification when subjected to the Standard Rain Test" (ASTM D2898).
The written, graphic and pictorial depiction of each individual truss shall be provided to the building official for approval prior to installation. Truss design drawings shall also be provided with the shipment of trusses delivered to the job site. Truss design drawings shall include, at a minimum, the information specified below:
- Slope or depth, span and spacing;
- Location of all joints and support locations;
- Number of plies if greater than one;
- Required bearing widths;
Design loads as applicable, including;
- Other lateral loads, including drag strut loads;
- Adjustments to wood member and metal connector plate design value for conditions of use;
- Maximum reaction force and direction, including maximum uplift reaction forces where applicable;
- Metal-connector-plate type, size and thickness or gage, and the dimensioned location of each metal connector plate except where symmetrically located relative to the joint interface;
- Size, species and grade for each wood member;
- Truss-to-truss connections and truss field assembly requirements;
- Calculated span-to-deflection ratio and maximum vertical and horizontal deflection for live and total load as applicable;
- Maximum axial tension and compression forces in the truss members;
- Required permanent individual truss member restraint location and the method and details of restraint/bracing to be used in accordance with Section 2303.4.1.2.
Where permanent restraint of truss members is required on the truss design drawings, it shall be accomplished by one of the following methods:
- Permanent individual truss member restraint/bracing shall be installed using standard industry lateral restraint/bracing details in accordance with generally accepted engineering practice. Locations for lateral restraint shall be identified on the truss design drawing.
- The trusses shall be designed so that the buckling of any individual truss member is resisted internally by the individual truss through suitable means (i.e., buckling reinforcement by T-reinforcement or L-reinforcement, proprietary reinforcement, etc.). The buckling reinforcement of individual members of the trusses shall be installed as shown on the truss design drawing or on supplemental truss member buckling reinforcement details provided by the truss designer.
- A project-specific permanent individual truss member restraint/bracing design shall be permitted to be specified by any registered design professional.
Where required by the registered design professional, the building official or the statutes of the jurisdiction in which the project is to be constructed, each individual truss design drawing shall bear the seal and signature of the truss designer.
Exceptions:
- Where a cover sheet and truss index sheet are combined into a single sheet and attached to the set of truss design drawings, the single cover/truss index sheet is the only document required to be signed and sealed by the truss designer.
- When a cover sheet and a truss index sheet are separately provided and attached to the set of truss design drawings, the cover sheet and the truss index sheet are the only documents required to be signed and sealed by the truss designer.
- [DSA-SS, DSA-SS/CC and OSHPD 1, 2 & 4] Exceptions 1 and 2 are not permitted by DSA and OSHPD.
[DSA-SS, DSASS/CC and OSHPD 1, 2 & 4] In addition to Sections 2303.4.1 and 2303.4.2, the following requirements apply:
Construction documents. The construction documents prepared by the registered engineer or licensed architect for the project shall indicate all requirements for the truss design, including:
- 1.1 Deflection criteria.
- 1.2 Connection details to structural and non-structural elements (e.g. non-bearing partitions).
- Requirements for approval. The truss design drawings and engineering analysis shall be provided to the enforcement agency and approved prior to truss fabrication, in accordance with the California Administrative Code (Title 24, Part 1). Alterations to the approved truss design drawings or manufactured trusses are subject to the approval of the enforcement agency.
Annular spaces around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such openings in accordance with the California Green Building Standards Code (CALGreen), Chapter 4, Division 4.4.
[DSA-SS, DSA-SS/CC and OSHPD 1, 2 & 4] The following additional requirements apply:
- Engineering analysis shall be furnished that demonstrates compliance of wall framing elements and connections with Section 2301.2, Item 1 or 2.
Construction documents shall include detailing of sill plate anchorage to supporting masonry or concrete for all exterior and interior bearing, nonbearing and shear walls. Unless specifically designed in accordance with Item 1 above, sills under exterior walls, bearing walls and shear walls shall be bolted to masonry or concrete with 5/8 inch diameter by 12-inch (16 mm by 305 mm) bolts spaced not more than four (4) feet (1219 mm) on center, with a minimum of two (2) bolts for each piece of sill plate. Anchor bolts shall have a 4 inch minimum and a 12-inch maximum clearance to the end of the sill plate, and 7-inch minimum embedment into concrete or masonry.
Unless specifically designed in accordance with Item 1 above, sill plates under nonbearing interior partitions on concrete floor slabs shall be anchored at not more than four (4) feet (1219 mm) on center to resist a minimum allowable stress shear of 100 pounds per linear foot (1.4 kN/m) acting either parallel or perpendicular to the wall.
- Construction documents shall include detailing and limitations for notches and bored holes in wall studs, plates and sills.
[DSA-SS, DSA-SS/CC and OSHPD 1, 2 & 4] The following additional requirements apply:
- Engineering analysis shall be furnished that demonstrates compliance of floor, roof and ceiling framing elements and connections with Section 2301.2, Items 1 or 2.
- Construction documents shall include detailing and limitations for notches and bored holes in floor and roof framing members.
Where wood structural panel sheathing is used as the exposed finish on the outside of exterior walls, it shall have an exterior exposure durability classification. Where wood structural panel sheathing is used elsewhere, but not as the exposed finish, it shall be of a type manufactured with exterior glue (Exposure 1 or Exterior). Wood structural panel sheathing, connections and framing spacing shall be in accordance with Table 2304.6.1 for the applicable wind speed and exposure category where used in enclosed buildings with a mean roof height not greater than 30 feet (9144 mm) and a topographic factor (Kz t) of 1.0.
MAXIMUM NOMINAL DESIGN WIND SPEED, Vasd PERMITTED FOR WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa, b, c
MINIMUM NAIL | MINIMUM WOOD STRUCTURAL PANEL SPAN RATING | MINIMUM NOMINAL PANEL THICKNESS (inches) | MAXIMUM WALL STUD SPACING (inches) | PANEL NAIL SPACING | MAXIMUM NOMINAL DESIGN WIND SPEED, Vasdd (MPH) | ||||
Size | Penetration (inches) | Edges (inches o.c.) | Field (inches o.c.) | Wind exposure category | |||||
B | C | D | |||||||
6d common (2.0" × 0.113") | 1.5 | 24/0 | 3/8 | 16 | 6 | 12 | 110 | 90 | 85 |
24/16 | 7/16 | 16 | 6 | 12 | 110 | 100 | 90 | ||
6 | 150 | 125 | 110 | ||||||
8d common (2.5" × 0.131") | 1.75 | 24/16 | 7/16 | 16 | 6 | 12 | 130 | 110 | 105 |
6 | 150 | 125 | 110 | ||||||
24 | 6 | 12 | 110 | 90 | 85 | ||||
6 | 110 | 90 | 85 |
For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
- Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel strength axis perpendicular to supports.
- The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.7 of ASCE 7. Lateral requirements shall be in accordance with Section 2305 or 2308.
- Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16 on center or 24 on center shall be permitted as an alternative to panels with a 24/16 span rating. Wall-16 and plywood siding 16 on center shall be used with studs spaced a maximum of 16 inches on center.
- Vasd shall be determined in accordance with Section 1609.3.1.
Structural floor sheathing and structural roof sheathing shall comply with Sections 2304.8.1 and 2304.8.2, respectively.
ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHINGa, b
SPAN (inches) | MINIMUM NET THICKNESS (inches) OF LUMBER PLACED | |||
Perpendicular to supports | Diagonally to supports | |||
Surfaced dryc | Surfaced unseasoned | Surfaced dryc | Surfaced unseasoned | |
Floors | ||||
24 | 3/4 | 25/32 | 3/4 | 25/32 |
16 | 5/8 | 11/16 | 5/8 | 11/16 |
Roofs | ||||
24 | 5/8 | 11/16 | 3/4 | 25/32 |
For SI: 1 inch = 25.4 mm.
- Installation details shall conform to Sections 2304.8.1 and 2304.8.2 for floor and roof sheathing, respectively.
- Floor or roof sheathing complying with this table shall be deemed to meet the design criteria of Section 2304.7.
- Maximum 19-percent moisture content.
SOLID FLOOR OR ROOF SHEATHING | SPACED ROOF SHEATHING | GRADING RULES |
Utility | Standard | NLGA, WCLIB, WWPA |
4 common or utility | 3 common or standard | NLGA, WCLIB, WWPA, NSLB or NELMA |
No. 3 | No. 2 | SPIB |
Merchantable | Construction common | RIS |
ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND SINGLE-FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTSa, b
SHEATHING GRADES | ROOFc | FLOORd | ||||
Panel span rating roof/floor span | Panel thickness (inches) | Maximum span (inches) | Loade(psf) | Maximum span (inches) | ||
With edge supportf | Without edge support | Total load | Live load | |||
16/0 | 3/8 | 16 | 16 | 40 | 30 | 0 |
20/0 | 3/8 | 20 | 20 | 40 | 30 | 0 |
24/0 | 3/8,7/16,1/2 | 24 | 20g | 40 | 30 | 0 |
24/16 | 7/16,1/2 | 24 | 24 | 50 | 40 | 16 |
32/16 | 15/32,1/2,5/8 | 32 | 28 | 40 | 30 | 16h |
40/20 | 19/32,5/8,3/4,7/8 | 40 | 32 | 40 | 30 | 20h,i |
48/24 | 23/32,3/4,7/8 | 48 | 36 | 45 | 35 | 24 |
54/32 | 7/8,1 | 54 | 40 | 45 | 35 | 32 |
60/32 | 7/8,11/8 | 60 | 48 | 45 | 35 | 32 |
SINGLE FLOOR GRADES | ROOFc | FLOORd | ||||
Panel span rating | Panel thickness (inches) | Maximum span (inches) | Loade(psf) | Maximum span (inches) | ||
With edge supportf | Without edge support | Total load | Live load | |||
16 o.c. | 1/2,19/32,5/8 | 24 | 24 | 50 | 40 | 16h |
20 o.c. | 19/32,5/8,3/4 | 32 | 32 | 40 | 30 | 20h,i |
24 o.c. | 23/32,3/4 | 48 | 36 | 35 | 25 | 24 |
32 o.c. | 7/8,1 | 48 | 40 | 50 | 40 | 32 |
48 o.c. | 13/32,11/8 | 60 | 48 | 50 | 40 | 48 |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.
- Applies to panels 24 inches or wider.
- Floor and roof sheathing complying with this table shall be deemed to meet the design criteria of Section 2304.8.
- Uniform load deflection limitations 1/180 of span under live load plus dead load, 1/240 under live load only.
- Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking unless 1/4-inch minimum thickness underlayment or 11/2 inches of approved cellular or lightweight concrete is placed over the subfloor, or finish floor is 3/4-inch wood strip. Allowable uniform load based on deflection of 1/360 of span is 100 pounds per square foot except the span rating of 48 inches on center is based on a total load of 65 pounds per square foot.
- Allowable load at maximum span.
- Tongue-and-groove edges, panel edge clips (one midway between each support, except two equally spaced between supports 48 inches on center), lumber blocking or other. Only lumber blocking shall satisfy blocked diaphragm requirements.
- For 1/2-inch panel, maximum span shall be 24 inches.
- Span is permitted to be 24 inches on center where 3/4-inch wood strip flooring is installed at right angles to joist.
- Span is permitted to be 24 inches on center for floors where 11/2 inches of cellular or lightweight concrete is applied over the panels.
ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT (SINGLE FLOOR)a, b (Panels Continuous Over Two or More Spans and Strength Axis Perpendicular to Supports)
IDENTIFICATION | MAXIMUM SPACING OF JOISTS (inches) | ||||
16 | 20 | 24 | 32 | 48 | |
Species groupc | Thickness (inches) | ||||
1 | 1/2 | 5/8 | 3/4 | — | — |
2, 3 | 5/8 | 3/4 | 7/8 | — | — |
4 | 3/4 | 7/8 | 1 | — | — |
Single floor span ratingd | 16 o.c. | 20 o.c. | 24 o.c. | 32 o.c. | 48 o.c. |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.
- Spans limited to value shown because of possible effects of concentrated loads. Allowable uniform loads based on deflection of 1/360 of span is 100 pounds per square foot except allowable total uniform load for 11/8-inch wood structural panels over joists spaced 48 inches on center is 65 pounds per square foot. Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking, unless 1/4-inch minimum thickness underlayment or 11/2 inches of approved cellular or lightweight concrete is placed over the subfloor, or finish floor is 3/4-inch wood strip.
- Floor panels complying with this table shall be deemed to meet the design criteria of Section 2304.8.
- Applicable to all grades of sanded exterior-type plywood. See DOC PS 1 for plywood species groups.
- Applicable to Underlayment grade, C-C (Plugged) plywood, and Single Floor grade wood structural panels.
ALLOWABLE LOAD (PSF) FOR WOOD STRUCTURAL PANEL ROOF SHEATHING CONTINUOUS OVER TWO OR MORE SPANS AND STRENGTH AXIS PARALLEL TO SUPPORTS (Plywood Structural Panels Are Five-Ply, Five-Layer Unless Otherwise Noted)a, b
PANEL GRADE | THICKNESS (inch) | MAXIMUM SPAN (inches) | LOAD AT MAXIMUM SPAN (psf) | |
Live | Total | |||
Structural I sheathing | 7/16 | 24 | 20 | 30 |
15/32 | 24 | 35c | 45c | |
1/2 | 24 | 40c | 50c | |
19/32,5/8 | 24 | 70 | 80 | |
23/32,3/4 | 24 | 90 | 100 | |
Sheathing, other grades covered in DOC PS 1 or DOC PS 2 | 7/16 | 16 | 40 | 50 |
15/32 | 24 | 20 | 25 | |
1/2 | 24 | 25 | 30 | |
19/32 | 24 | 40c | 50c | |
5/8 | 24 | 45c | 55c | |
23/32,3/4 | 24 | 60c | 65c |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.
- Roof sheathing complying with this table shall be deemed to meet the design criteria of Section 2304.8.
- Uniform load deflection limitations 1/180 of span under live load plus dead load, 1/240 under live load only. Edges shall be blocked with lumber or other approved type of edge supports.
- For composite and four-ply plywood structural panel, load shall be reduced by 15 pounds per square foot.
Structural floor sheathing shall be designed in accordance with the general provisions of this code and the special provisions in this section.
Floor sheathing conforming to the provisions of Table 2304.8(1), 2304.8(2), 2304.8(3) or 2304.8(4) shall be deemed to meet the requirements of this section.
Structural roof sheathing shall be designed in accordance with the general provisions of this code and the special provisions in this section.
Roof sheathing conforming to the provisions of Table 2304.8(1), 2304.8(2), 2304.8(3) or 2304.8(5) shall be deemed to meet the requirements of this section. Wood structural panel roof sheathing shall be bonded by exterior glue.
The decking shall extend across a minimum of three spans. End joints of pieces within 6 inches (152 mm) of the end joints of the adjacent pieces in either direction shall be separated by at least two intervening courses. In the end bays, each piece shall bear on at least one support. Where an end joint occurs in an end bay, the next piece in the same course shall continue over the first inner support for at least 24 inches (610 mm). The details of the controlled random pattern shall be as specified for each decking material in Section 2304.9.3.3, 2304.9.4.3 or 2304.9.5.3.
Decking that cantilevers beyond a support for a horizontal distance greater than 18 inches (457 mm), 24 inches (610 mm) or 36 inches (914 mm) for 2-inch (51 mm), 3-inch (76 mm) and 4-inch (102 mm) nominal thickness decking, respectively, shall comply with the following:
- The maximum cantilevered length shall be 30 percent of the length of the first adjacent interior span.
- A structural fascia shall be fastened to each decking piece to maintain a continuous, straight line.
- There shall be no end joints in the decking between the cantilevered end of the decking and the centerline of the first adjacent interior span.
The length of nails connecting laminations shall be not less than two and one-half times the net thickness of each lamination. Where decking supports are 48 inches (1219 mm) on center or less, side nails shall be installed not more than 30 inches (762 mm) on center alternating between top and bottom edges, and staggered one-third of the spacing in adjacent laminations. Where supports are spaced more than 48 inches (1219 mm) on center, side nails shall be installed not more than 18 inches (457 mm) on center alternating between top and bottom edges and staggered one-third of the spacing in adjacent laminations. Two side nails shall be installed at each end of butt-jointed pieces.
Laminations shall be toenailed to supports with 20d or larger common nails. Where the supports are 48 inches (1219 mm) on center or less, alternate laminations shall be toenailed to alternate supports; where supports are spaced more than 48 inches (1219 mm) on center, alternate laminations shall be toenailed to every support.
Connections for wood members shall be designed in accordance with the appropriate methodology in Section 2301.2. The number and size of fasteners connecting wood members shall not be less than that set forth in Table 2304.10.1.
FASTENING SCHEDULE
DESCRIPTION OF BUILDING ELEMENTS | NUMBER AND TYPE OF FASTENER | SPACING AND LOCATION | |
Roof | |||
1. Blocking between ceiling joists, rafters or trusses to top plate or other framing below | 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | Each end, toenail | |
Blocking between rafters or truss not at the wall top plate, to rafter or truss | 2-8d common (21/2" × 0.131") 2-3" × 0.131" nails 2-3" 14 gage staples | Each end, toenail | |
2-16 d common (31/2" × 0.162") 3-3" × 0.131" nails 3-3" 14 gage staples | End nail | ||
Flat blocking to truss and web filler | 16d common (31/2" × 0.162") @ 6" o.c. 3" × 0.131" nails @ 6" o.c. 3" × 14 gage staples @ 6" o.c | Face nail | |
2. Ceiling joists to top plate | 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | Each joist, toenail | |
3. Ceiling joist not attached to parallel rafter, laps over partitions (no thrust) (see Section 2308.7.3.1, Table 2308.7.3.1) | 3-16d common (31/2" × 0.162"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown | Face nail | |
4. Ceiling joist attached to parallel rafter (heel joint) (see Section 2308.7.3.1, Table 2308.7.3.1) | Per Table 2308.7.3.1 | Face nail | |
5. Collar tie to rafter | 3-10d common (3" × 0.148"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown | Face nail | |
6. Rafter or roof truss to top plate (See Section 2308.7.5, Table 2308.7.5) | 3-10 common (3" × 0.148"); or 3-16d box (31/2" × 0.135"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131 nails; or 4-3" 14 gage staples, 7/16" crown | Toenailc | |
7. Roof rafters to ridge valley or hip rafters; or roof rafter to 2-inch ridge beam | 2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown; or | End nail | |
3-10d common (31/2" × 0.148"); or 3-16d box (31/2" × 0.135"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown | Toenail | ||
Wall | |||
8. Stud to stud (not at braced wall panels) | 16d common (31/2" × 0.162"); | 24" o.c. face nail | |
10d box (3" × 0.128"); or 3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | 16" o.c. face nail | ||
9. Stud to stud and abutting studs at intersecting wall corners (at braced wall panels) | 16d common (31/2" × 0.162"); or | 16" o.c. face nail | |
16d box (31/2" × 0.135"); or | 12" o.c. face nail | ||
3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | 12" o.c. face nail | ||
10. Built-up header (2" to 2" header) | 16d common (31/2" × 0.162"); or | 16" o.c. each edge, face nail | |
16d box (31/2" × 0.135") | 12" o.c. each edge, face nail | ||
11. Continuous header to stud | 4-8d common (21/2" × 0.131"); or 4-10d box (3" × 0.128") | Toenail | |
12. Top plate to top plate | 16d common (31/2" × 0.162"); or | 16" o.c. face nail | |
10d box (3" × 0.128"); or 3" × 0.131" nails; or 3" 14 gage staples, 7/16" crown | 12" o.c. face nail | ||
13. Top plate to top plate, at end joints | 8-16d common (31/2" × 0.162"); or 12-10d box (3" × 0.128"); or 12-3" × 0.131" nails; or 12-3" 14 gage staples, 7/16" crown | Each side of end joint, face nail (minimum 24" lap splice length each side of end joint) | |
14. Bottom plate to joist, rim joist, band joist or blocking (not at braced wall panels) | 16d common (31/2" × 0.162"); or | 16" o.c. face nail | |
16d box (31/2" × 0.135"); or 3" × 0.131" nails; or 3" 14 gage staples, 7/16" crown | 12" o.c. face nail | ||
15. Bottom plate to joist, rim joist, band joist or blocking at braced wall panels | 2-16d common (31/2" × 0.162"); or 3-16d box (31/2" × 0.135"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown | 16" o.c. face nail | |
16. Stud to top or bottom plate | 4-8d common(21/2" × 0.131"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown; or | Toenail | |
2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | End nail | ||
17. Top or bottom plate to stud | 2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | End nail | |
18. Top plates, laps at corners and intersections | 2-16d common (31/2" × 0.162"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | Face nail | |
19. 1" brace to each stud and plate | 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128"); or 2-3" × 0.131" nails; or 2-3" 14 gage staples, 7/16" crown | Face nail | |
20. 1" × 6" sheathing to each bearing | 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128") | Face nail | |
21. 1" × 8" and wider sheathing to each bearing | 3-8d common (21/2" × 0.131"); or 3-10d box (3" × 0.128") | Face nail | |
Floor | |||
22. Joist to sill, top plate, or girder | 3-8d common (21/2" × 0.131"); or floor 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | Toenail | |
23. Rim joist, band joist, or blocking to top plate, sill or other framing below | 8d common (21/2" × 0.131"); or 10d box (3" × 0.128"); or 3" × 0.131" nails; or 3" 14 gage staples, 7/16" crown | 6" o.c., toenail | |
24. 1" × 6" subfloor or less to each joist | 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128") | Face nail | |
25. 2" subfloor to joist or girder | 2-16d common (31/2" × 0.162") | Face nail | |
26. 2" planks (plank & beam — floor & roof) | 2-16d common (31/2" × 0.162") | Each bearing, face nail | |
27. Built-up girders and beams, 2" lumber layers | 20d common (4" × 0.192") | 32" o.c., face nail at top and bottom staggered on opposite sides | |
10d box (3" × 0.128"); or 3" × 0.131" nails; or 3" 14 gage staples, 7/16" crown | 24" o.c. face nail at top and bottom staggered on opposite sides | ||
And: 2-20d common (4" × 0.192"); or 3-10d box (3" × 0.128"); or 3-3" × 0.131" nails; or 3-3" 14 gage staples, 7/16" crown | Ends and at each splice, face nail | ||
28. Ledger strip supporting joists or rafters | 3-16d common (31/2" × 0.162"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown | Each joist or rafter, face nail | |
29. Joist to band joist or rim joist | 3-16d common (31/2" × 0.162"); or 4-10d box (3" × 0.128"); or 4-3" × 0.131" nails; or 4-3" 14 gage staples, 7/16" crown | End nail | |
30. Bridging or blocking to joist, rafter or truss | 2-8d common (21/2" × 0.131"); or 2-10d box (3" × 0.128"); or 2-3" × 0.131" nails; or 2-3" 14 gage staples, 7/16" crown | Each end, toenail | |
Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framinga | |||
Edges (inches) | Intermediate supports (inches) | ||
31. 3/8" — 1/2" | 6d common or deformed (2" × 0.113") (subfloor and wall) | 6 | 12 |
8d box or deformed (21/2" × 0.113") (roof) | 6 | 12 | |
23/8" × 0.113" nail (subfloor and wall) | 6 | 12 | |
13/4" 16 gage staple, 7/16" crown (subfloor and wall) | 4 | 8 | |
23/8" × 0.113" nail (roof) | 4 | 8 | |
13/4" 16 gage staple, 7/16" crown (roof) | 3 | 6 | |
32. 19/32" — 3/4" | 8d common (21/2" × 0.131"); or 6d deformed (2" × 0.113") | 6 | 12 |
23/8" x 0.113" nail; or 2" 16 gage staple, 7/16" crown | 4 | 8 | |
33. 7/8" — 11/4" | 10d common (3" × 0.148"); or 8d deformed 21/2" 0.131") | 6 | 12 |
Other exterior wall sheathing | |||
34. 1/2" fiberboard sheathingb | 11/2" galvanized roofing nail (7/16" head diameter); or 11/4" 16 gage staple with 7/16" or 1" crown | 3 | 6 |
35. 25/32" fiberboard sheathingb | 13/4" galvanized roofing nail (7/16" diameter head); or 11/2" 16 gage staple with 7/16" or 1" crown | 3 | 6 |
Wood structural panels, combination subfloor underlayment to framing | |||
36. 3/4" and less | 8d common (21/2" × 0.131"); or 6d deformed (2" × 0.113") | 6 | 12 |
37. 7/8" — 1" | 8d common (21/2" × 0.131"); or 8d deformed (21/2" × 0.131") | 6 | 12 |
38. 11/8" — 11/4" | 10d common (3" × 0.148"); or 8d deformed (21/2" × 0.131") | 6 | 12 |
Panel siding to framing | |||
39. 1/2" or less | 6d corrosion-resistant siding (17/8" × 0.106"); or 6d corrosion-resistant casing (2" × 0.099") | 6 | 12 |
40. 5/8" | 8d corrosion-resistant siding (23/8" × 0.128"); or 8d corrosion-resistant casing (21/2" × 0.113") | 6 | 12 |
Interior paneling | |||
41. 1/4" | 4d casing (11/2" × 0.080"); or 4d finish (11/2" × 0.072") | 6 | 12 |
42. 3/8" | 6d casing (2" × 0.099"); or 6d finish (Panel supports at 24 inches) | 6 | 12 |
For SI: 1 inch = 25.4 mm.
- Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
- Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked).
- Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail.
[DSA-SS and OSHPD 1, 2 & 4] Fasteners used for the attachment of exterior wall coverings shall be of hot-dipped zinc-coated galvanized steel, mechanically deposited zinc-coated steel, stainless steel, silicon bronze or copper. The coating weights for hot-dipped zinc-coated fasteners shall be in accordance with ASTM A153. The coating weights for mechanically deposited zinc coated fasteners shall be in accordance with ASTM B695, Class 55 minimum.
Fasteners, including nuts and washers, in contact with preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B695, Class 55 minimum. Connectors that are used in exterior applications and in contact with preservative-treated wood shall have coating types and weights in accordance with the treated wood or connector manufacturer's recommendations. In the absence of manufacturer's recommendations, a minimum of ASTM A653, Type G185 zinc-coated galvanized steel, or equivalent, shall be used.
Exception: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative-treated wood in an interior, dry environment shall be permitted.
There shall be a clearance of at least 18 inches (457 mm) between the underside of wood floor joists and the finished surface of the ground, and at least 12 inches (305 mm) between the underside of any other wood horizontal framing member and the finished surface of the ground. The ground underneath floor joists shall be leveled or smoothed off so as to maintain a reasonably even surface.
Exception: For purposes of structural pest control inspection, a minimum of 12 inches (305 mm) of clearance under-floor joists shall be considered adequate except that such clearance shall not be necessary where the subarea soil is of such a nature as to prevent excavation or where excavation would create a hazard from shifting soil or other causes.
Wood framing members, including wood sheathing, that are in contact with exterior foundation walls and are less than 8 inches (203 mm) from exposed earth shall be of naturally durable or preservative-treated wood.
Exception: [DSA-SS and OSHPD 1, 2 & 4] At exterior walls where the earth is paved with an asphalt or concrete slab at least 18 inches (457 mm) wide and draining away from the building, the bottom of sills are permitted to be 6 inches (152 mm) above the top of such slab. Other equivalent means of termite and decay protection may be accepted by the enforcement agency.
Posts or columns supporting permanent structures and supported by a concrete or masonry slab or footing that is in direct contact with the earth shall be of naturally durable or preservative-treated wood.
Exception: Posts or columns that are not exposed to the weather, are supported by concrete piers or metal pedestals projected at least 1 inch (25 mm) above the slab or deck and 8 inches (152 mm) above exposed earth and are separated by an impervious moisture barrier.
Naturally durable or preservative-treated wood shall be utilized for those portions of wood members that form the structural supports of buildings, balconies, porches or similar permanent building appurtenances where such members are exposed to the weather without adequate protection from a roof, eave, overhang or other covering to prevent moisture or water accumulation on the surface or at joints between members.
Exception: When a building is located in a geographical region where experience has demonstrated that climatic conditions preclude the need to use durable materials where the structure is exposed to the weather.
Wood used in contact with exposed earth shall be naturally durable for both decay and termite resistance or preservative treated in accordance with AWPA U1 for soil or fresh water use.
Exception: Untreated wood is permitted where such wood is continuously and entirely below the ground-water level or submerged in fresh water.
[SPCB] Correct the conditions in frame and stucco walls and similar appurtenant construction so that the wood framing is separate from the main structure by a complete concrete or masonry plug with no voids that will allow infestations to enter the structure from the wall. If there is no plug, the foundation shall be 2 inches (51 mm) or more above the grade levels and at least as high as the adjoining slabs or 4-inch (102 mm) concrete barrier seat off installed.
[SPCB] Separate the earth fills such as under porches or paving from all woodwork by concrete, masonry, good quality cement plaster or other material approved by local building codes. Chemical treatment of earth fills is considered adequate if the foundation adjoining the fill meets standards of the current building codes.
Wood members supporting concrete, masonry or similar materials shall be checked for the effects of long-term loading using the provisions of the AWC NDS. The total deflection, including the effects of long-term loading, shall be limited in accordance with Section 1604.3.1 for these supported materials.
Exception: Horizontal wood members supporting masonry or concrete nonstructural floor or roof surfacing not more than 4 inches (102 mm) thick need not be checked for long-term loading.
[DSA-SS, DSA-SS/CC and OSHPD 1, 2 & 4] See Section 2301.1.4 for modifications to AWC SDPWS.
The deflection of wood-frame diaphragms shall be determined in accordance with AWC SDPWS. The deflection (Δ) of a blocked wood structural panel diaphragm uniformly fastened throughout with staples is permitted to be calculated in accordance with Equation 23-1. If not uniformly fastened, the constant 0.188 (For SI: 1/1627) in the third term shall be modified by an approved method.
(Equation 23-1)
For SI:
where:
A | = | Area of chord cross section, in square inches (mm2). |
b | = | Diaphragm width, in feet (mm). |
E | = | Elastic modulus of chords, in pounds per square inch (N/mm2). |
en | = | Staple deformation, in inches (mm) [see Table 2305.2(1)]. |
Gt | = | Panel rigidity through the thickness, in pounds per inch (N/mm) of panel width or depth [see Table 2305.2(2)]. |
L | = | Diaphragm length, in feet (mm). |
v | = | Maximum shear due to design loads in the direction under consideration, in pounds per linear foot (plf) (N/mm). |
Δ | = | The calculated deflection, in inches (mm). |
Σ(ΔcX) | = | Sum of individual chord-splice slip values on both sides of the diaphragm, each multiplied by its distance to the nearest support. |
en VALUES (inches) FOR USE IN CALCULATING DIAPHRAGM AND SHEAR WALL DEFLECTION DUE TO FASTENER SLIP (Structural I)a, c
LOAD PER FASTENERb (pounds) | FASTENER DESIGNATIONS |
14-Ga staple × 2 inches long | |
60 | 0.011 |
80 | 0.018 |
100 | 0.028 |
120 | 0.04 |
140 | 0.053 |
160 | 0.068 |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.
VALUES OF Gt FOR USE IN CALCULATING DEFLECTION OF WOOD STRUCTURAL PANEL SHEAR WALLS AND DIAPHRAGMS
PANEL TYPE | SPAN RATING | VALUES OF Gt (lb/in. panel depth or width) | |||||||
Other | Structural I | ||||||||
3-ply plywood | 4-ply plywood | 5-ply plywooda | OSB | 3-ply plywood | 4-ply plywood | 5-ply plywooda | OSB | ||
Sheathing | 24/0 | 25,000 | 32,500 | 37,500 | 77,500 | 32,500 | 42,500 | 41,500 | 77,500 |
24/16 | 27,000 | 35,000 | 40,500 | 83,500 | 35,000 | 45,500 | 44,500 | 83,500 | |
32/16 | 27,000 | 35,000 | 40,500 | 83,500 | 35,000 | 45,500 | 44,500 | 83,500 | |
40/20 | 28,500 | 37,000 | 43,000 | 88,500 | 37,000 | 48,000 | 47,500 | 88,500 | |
48/24 | 31,000 | 40,500 | 46,500 | 96,000 | 40,500 | 52,500 | 51,000 | 96,000 | |
Single Floor | 16 o.c. | 27,000 | 35,000 | 40,500 | 83,500 | 35,000 | 45,500 | 44,500 | 83,500 |
20 o.c. | 28,000 | 36,500 | 42,000 | 87,000 | 36,500 | 47,500 | 46,000 | 87,000 | |
24 o.c. | 30,000 | 39,000 | 45,000 | 93,000 | 39,000 | 50,500 | 49,500 | 93,000 | |
32 o.c. | 36,000 | 47,000 | 54,000 | 110,000 | 47,000 | 61,000 | 59,500 | 110,000 | |
48 o.c. | 50,500 | 65,500 | 76,000 | 155,000 | 65,500 | 85,000 | 83,500 | 155,000 |
Other | Structural I | ||||||
Thickness (in.) | A-A, A-C | Marine | All Other Grades | A-A, A-C | Marine | All Other Grades | |
Sanded Plywood | 1/4 | 24,000 | 31,000 | 24,000 | 31,000 | 31,000 | 31,000 |
11/32 | 25,500 | 33,000 | 25,500 | 33,000 | 33,000 | 33,000 | |
3/8 | 26,000 | 34,000 | 26,000 | 34,000 | 34,000 | 34,000 | |
15/32 | 38,000 | 49,500 | 38,000 | 49,500 | 49,500 | 49,500 | |
1/2 | 38,500 | 50,000 | 38,500 | 50,000 | 50,000 | 50,000 | |
19/32 | 49,000 | 63,500 | 49,000 | 63,500 | 63,500 | 63,500 | |
5/8 | 49,500 | 64,500 | 49,500 | 64,500 | 64,500 | 64,500 | |
23/32 | 50,500 | 65,500 | 50,500 | 65,500 | 65,500 | 65,500 | |
3/4 | 51,000 | 66,500 | 51,000 | 66,500 | 66,500 | 66,500 | |
7/8 | 52,500 | 68,500 | 52,500 | 68,500 | 68,500 | 68,500 | |
1 | 73,500 | 95,500 | 73,500 | 95,500 | 95,500 | 95,500 | |
11/8 | 75,000 | 97,500 | 75,000 | 97,500 | 97,500 | 97,500 |
The deflection of wood-frame shear walls shall be determined in accordance with AWC SDPWS. The deflection (Δ) of a blocked wood structural panel shear wall uniformly fastened throughout with staples is permitted to be calculated in accordance with Equation 23-2.
(Equation 23-2)
For SI:
where:
A | = | Area of boundary element cross section in square inches (mm2) (vertical member at shear wall boundary). |
b | = | Wall width, in feet (mm). |
da | = | Vertical elongation of overturning anchorage (including fastener slip, device elongation, anchor rod elongation, etc.) at the design shear load (v). |
E | = | Elastic modulus of boundary element (vertical member at shear wall boundary), in pounds per square inch (N/mm2). |
en | = | Staple deformation, in inches (mm) [see Table 2305.2(1)]. |
Gt | = | Panel rigidity through the thickness, in pounds per inch (N/mm) of panel width or depth [see Table 2305.2(2)]. |
h | = | Wall height, in feet (mm). |
v | = | Maximum shear due to design loads at the top of the wall, in pounds per linear foot (N/mm). |
Δ | = | The calculated deflection, in inches (mm). |
The design and construction of wood elements in structures using allowable stress design shall be in accordance with the following applicable standards:
American Wood Council. | |
NDS | National Design Specification for Wood Construction |
SDPWS | Special Design Provisions for Wind and Seismic |
American Institute of Timber Construction. | |
AITC 104 | Typical Construction Details |
AITC 110 | Standard Appearance Grades for Structural Glued Laminated Timber |
AITC 113 | Standard for Dimensions of Structural Glued Laminated Timber |
AITC 117 | Standard Specifications for Structural Glued Laminated Timber of Softwood Species |
AITC 119 | Standard Specifications for Structural Glued Laminated Timber of Hardwood Species |
ANSI/AITC A190.1 | Structural Glued Laminated Timber |
AITC 200 | Inspection Manual |
American Society of Agricultural and Biological Engineers. | |
ASABE EP 484.2 | Diaphragm Design of Metal-clad, Post-Frame Rectangular Buildings |
ASABE EP 486.2 | Shallow Post Foundation Design |
ASABE 559.1 | Design Requirements and Bending Properties for Mechanically Laminated Columns |
APA—The Engineered Wood Association. | |
Panel Design Specification | |
Plywood Design Specification Supplement 1—Design & Fabrication of Plywood Curved Panel | |
Plywood Design Specification Supplement 2—Design & Fabrication of Glued Plywood-lumber Beams | |
Plywood Design Specification Supplement 3—Design & Fabrication of Plywood Stressed-skin Panels | |
Plywood Design Specification Supplement 4—Design & Fabrication of Plywood Sandwich Panels | |
Plywood Design Specification Supplement 5—Design & Fabrication of All-plywood Beams | |
EWS T300 | Glulam Connection Details |
EWS S560 | Field Notching and Drilling of Glued Laminated Timber Beams |
EWS S475 | Glued Laminated Beam Design Tables |
EWS X450 | Glulam in Residential Construction |
EWS X440 | Product and Application Guide: Glulam |
EWS R540 | Builders Tips: Proper Storage and Handling of Glulam Beams |
Truss Plate Institute, Inc. | |
TPI 1 | National Design Standard for Metal Plate Connected Wood Truss Construction |
The allowable unit stresses for preservative-treated wood need no adjustment for treatment, but are subject to other adjustments.
The allowable unit stresses for fire-retardant-treated wood, including fastener values, shall be developed from an approved method of investigation that considers the effects of anticipated temperature and humidity to which the fire-retardant-treated wood will be subjected, the type of treatment and the redrying process. Other adjustments are applicable except that the impact load duration shall not apply.
PATTERN | ALLOWABLE AREA LOADa, b | |
Flexure | Deflection | |
Simple span | ||
Two-span continuous | ||
Combination simple- and two-span continuous | ||
Cantilevered pieces intermixed | ||
Controlled random layup | ||
Mechanically laminated decking | ||
2-inch decking | ||
3-inch and 4-inch decking |
- σb = Allowable total uniform load limited by bending.
σΔ = Allowable total uniform load limited by deflection. - d = Actual decking thickness.
l = Span of decking.
F b' = Allowable bending stress adjusted by applicable factors.
E' = Modulus of elasticity adjusted by applicable factors.
Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall be permitted. The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.
ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS UTILIZING STAPLES WITH FRAMING OF DOUGLAS FIR-LARCH, OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGf
PANEL GRADE | STAPLE LENGTH AND GAGEd | MINIMUM FASTENER PENETRATION IN FRAMING (inches) | MINIMUM NOMINAL PANEL THICKNESS (inch) | MINIMUM NOMINAL WIDTH OF FRAMING MEMBERS AT ADJOINING PANEL EDGES AND BOUNDARIESe (inches) | BLOCKED DIAPHRAGMS | UNBLOCKED DIAPHRAGMS | ||||
Fastener spacing (inches) at diaphragm boundaries (all cases) at continuous panel edges parallel to load (Cases 3, 4), and at all panel edges (Cases 5, 6)b | Fasteners spaced 6 max. at supported edgesb | |||||||||
6 | 4 | 21/2c | 2c | Case 1(No unblocked edges or continuous joints parallel to load) | All other configurations (Cases 2, 3, 4, 5 and 6) | |||||
Fastener spacing (inches) at other panel edges (Cases 1, 2, 3 and 4)b | ||||||||||
6 | 6 | 4 | 3 | |||||||
Structural I grades | 11/2 16 gage | 1 | 3/8 | 2 | 175 | 235 | 350 | 400 | 155 | 115 |
3 | 200 | 265 | 395 | 450 | 175 | 130 | ||||
15/32 | 2 | 175 | 235 | 350 | 400 | 155 | 120 | |||
3 | 200 | 265 | 395 | 450 | 175 | 130 | ||||
Sheathing, single floor and other grades covered in DOC PS 1 and PS 2 | 11/2 16 gage | 1 | 3/8 | 2 | 160 | 210 | 315 | 360 | 140 | 105 |
3 | 180 | 235 | 355 | 400 | 160 | 120 | ||||
7/16 | 2 | 165 | 225 | 335 | 380 | 150 | 110 | |||
3 | 190 | 250 | 375 | 425 | 165 | 125 | ||||
15/32 | 2 | 160 | 210 | 315 | 360 | 140 | 105 | |||
3 | 180 | 235 | 355 | 405 | 160 | 120 | ||||
19/32 | 2 | 175 | 235 | 350 | 400 | 155 | 115 | |||
3 | 200 | 265 | 395 | 450 | 175 | 130 |
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
- For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
- Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
- Framing at adjoining panel edges shall be 3 inches nominal or wider.
- Staples shall have a minimum crown width of 7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
- The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
- For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.
ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS UTILIZING MULTIPLE ROWS OF STAPLES (HIGH-LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb, g, h
PANEL GRADEc | STAPLE GAGEf | MINIMUM FASTENER PENETRATION IN FRAMING (inches) | MINIMUM NOMINAL PANEL THICKNESS (inch) | MINIMUM NOMINAL WIDTH OF FRAMING MEMBER AT ADJOINING PANEL EDGES AND BOUNDARIESe | LINES OF FASTENERS | BLOCKED DIAPHRAGMS | |||||||
Cases 1 and 2d | |||||||||||||
Fastener Spacing Per Line at Boundaries (inches) | |||||||||||||
4 | 21/2 | 2 | |||||||||||
Fastener Spacing Per Line at Other Panel Edges (inches) | |||||||||||||
6 | 4 | 4 | 3 | 3 | 2 | ||||||||
Structural I grades | 14 gage staples | 2 | 15/32 | 3 | 2 | 600 | 600 | 860 | 960 | 1,060 | 1,200 | ||
4 | 3 | 860 | 900 | 1,160 | 1,295 | 1,295 | 1,400 | ||||||
19/32 | 3 | 2 | 600 | 600 | 875 | 960 | 1,075 | 1,200 | |||||
4 | 3 | 875 | 900 | 1,175 | 1,440 | 1,475 | 1,795 | ||||||
Sheathing single floor and other grades covered in DOC PS 1 and PS 2 | 14 gage staples | 2 | 15/32 | 3 | 2 | 540 | 540 | 735 | 865 | 915 | 1,080 | ||
4 | 3 | 735 | 810 | 1,005 | 1,105 | 1,105 | 1,195 | ||||||
19/32 | 3 | 2 | 600 | 600 | 865 | 960 | 1,065 | 1,200 | |||||
4 | 3 | 865 | 900 | 1,130 | 1,430 | 1,370 | 1,485 | ||||||
23/32 | 4 | 3 | 865 | 900 | 1,130 | 1,490 | 1,430 | 1,545 |
For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
- For framing of other species: (1) Find specific gravity for species of framing lumber in ANSI/AWC NDS. (2) For staples, find shear value from table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
- Fastening along intermediate framing members: Space fasteners a maximum of 12 inches on center, except 6 inches on center for spans greater than 32 inches.
- Panels conforming to PS 1 or PS 2.
- This table gives shear values for Cases 1 and 2 as shown in Table 2306.2(1). The values shown are applicable to Cases 3, 4, 5 and 6 as shown in Table 2306.2(1), providing fasteners at all continuous panel edges are spaced in accordance with the boundary fastener spacing.
- The minimum nominal depth of framing members shall be 3 inches nominal. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
- Staples shall have a minimum crown width of 7/16 inch, and shall be installed with their crowns parallel to the long dimension of the framing members.
- High-load diaphragms shall be subject to special inspection in accordance with Section 1705.5.1.
- For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.
PANEL GRADE | MINIMUM NOMINAL PANEL THICKNESS (inch) | MINIMUM FASTENER PENETRATION IN FRAMING (inches) | PANELS APPLIED DIRECT TO FRAMING | PANELS APPLIED OVER 1/2" OR 5/8" GYPSUM SHEATHING | ||||||||
Staple sizeh | Fastener spacing at panel edges (inches) | Staple sizeh | Fastener spacing at panel edges (inches) | |||||||||
6 | 4 | 3 | 2d | 6 | 4 | 3 | 2 d | |||||
Structural I sheathing | 3/8 | 1 | 11/2 16 Gage | 155 | 235 | 315 | 400 | 2 16 Gage | 155 | 235 | 310 | 400 |
7/16 | 170 | 260 | 345 | 440 | 155 | 235 | 310 | 400 | ||||
15/32 | 185 | 280 | 375 | 475 | 155 | 235 | 300 | 400 | ||||
Sheathing, plywood sidinge except Group 5 Species, ANSI/APA PRP 210 siding | 5/16c or 1/4c | 1 | 11/2 16 Gage | 145 | 220 | 295 | 375 | 2 16 Gage | 110 | 165 | 220 | 285 |
3/8 | 140 | 210 | 280 | 360 | 140 | 210 | 280 | 360 | ||||
7/16 | 155 | 230 | 310 | 395 | 140 | 210 | 280 | 360 | ||||
15/32 | 170 | 255 | 335 | 430 | 140 | 210 | 280 | 360 | ||||
19/32 | 13/4 16 Gage | 185 | 280 | 375 | 475 | — | — | — | — | — |
- For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
- Panel edges backed with 2-inch nominal or wider framing. Install panels either horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate framing members for 3/8-inch and 7/16-inch panels installed on studs spaced 24 inches on center. For other conditions and panel thickness, space fasteners maximum 12 inches on center on intermediate supports.
- 3/8-inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied directly to framing as exterior siding. For grooved panel siding, the nominal panel thickness is the thickness of the panel measured at the point of fastening.
- Framing at adjoining panel edges shall be 3 inches nominal or wider.
- Values apply to all-veneer plywood. Thickness at point of fastening on panel edges governs shear values.
- Where panels are applied on both faces of a wall and fastener spacing is less than 6 inches o.c. on either side, panel joints shall be offset to fall on different framing members, or framing shall be 3 inches nominal or thicker at adjoining panel edges.
- In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per linear foot, all framing members receiving edge fastening from abutting panels shall not be less than a single 3-inch nominal member, or two 2-inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value between framing members. Wood structural panel joint and sill plate nailing shall be staggered at all panel edges. See ANSI/AWC SDPWS for sill plate size and anchorage requirements.
- Staples shall have a minimum crown width of 7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
- For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.
THICKNESS AND GRADE | FASTENER SIZE | ALLOWABLE SHEAR VALUE (pounds per linear foot) STAPLE SPACING AT PANEL EDGES (inches)a | ||
4 | 3 | 2 | ||
1/2" or 25/32" Structural | No. 16 gage galvanized staple, 7/16" crownf | 150 | 200 | 225 |
No. 16 gage galvanized staple, 1" crownf | 220 | 290 | 325 |
- Fiberboard sheathing shall not be used to brace concrete or masonry walls.
- Panel edges shall be backed with 2-inch or wider framing of Douglas Fir-larch or Southern Pine. For framing of other species: (1) Find specific gravity for species of framing lumber in ANSI/AWC NDS. (2) For staples, multiply the shear value from the table above by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
- Values shown are for fiberboard sheathing on one side only with long panel dimension either parallel or perpendicular to studs.
- Fastener shall be spaced 6 inches on center along intermediate framing members.
- Values are not permitted in Seismic Design Category D, E or F.
- Staple length shall be not less than 11/2 inches for 25/32-inch sheathing or 11/4 inches for 1/2-inch sheathing.
TYPE OF MATERIAL | THICKNESS OF MATERIAL | WALL CONSTRUCTION | STAPLE SPACINGb MAXIMUM (inches) | SHEAR VALUEa, c (plf) | MINIMUM STAPLE SIZE f, g |
1. Expanded metal or woven wire lath and Portland cement plaster | 7/8" | Unblocked | 6 | 180 | No. 16 gage galv. staple, 7/8" legs |
2. Gypsum lath, plain or perforated | 3/8" lath and 1/2" plaster | Unblocked | 5 | 100 | No. 16 gage galv. staple, 11/8" long |
3. Gypsum sheating | 1/2" × 2' × 8' | Unblocked | 4 | 75 | No. 16 gage galv. staple, 13/4" long |
1/2" × 4' | Blockedd Unblocked | 4 7 | 175 100 | ||
4. Gypsum board, gypsum veneer base or water-resistant gypsum backing board | 1/2" | Unblockedd | 7 | 75 | No. 16 gage galv. staple, 11/2" long |
Unblockedd | 4 | 110 | |||
Unblocked | 7 | 100 | |||
Unblocked | 4 | 125 | |||
Blockede | 7 | 125 | |||
Blockede | 4 | 150 | |||
5/8" | Unblockedd | 7 | 115 | No. 16 gage galv. staple, 11/2" legs,5/8" long | |
4 | 145 | ||||
Blockede | 7 | 145 | |||
4 | 175 | ||||
Blockede Two-ply | Base ply: 9 Face ply: 7 | 250 | No. 16 gage galv. staple 15/8" No. 15 gage galv. staple, 21/4" long |
- These shear walls shall not be used to resist loads imposed by masonry or concrete walls (see ANSI/AWC SDPWS). Values shown are for short-term loading due to wind or seismic loading. Walls resisting seismic loads shall be subject to the limitations in Section 12.2.1 of ASCE 7. Values shown shall be reduced 25 percent for normal loading.
- Applies to fastening at studs, top and bottom plates and blocking.
- Except as noted, shear values are based on a maximum framing spacing of 16 inches on center.
- Maximum framing spacing of 24 inches on center.
- All edges are blocked, and edge fastening is provided at all supports and all panel edges.
- Staples shall have a minimum crown width of 7/16 inch, measured outside the legs, and shall be installed with their crowns parallel to the long dimension of the framing members.
- Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of 3/4 inch, measured outside the legs.
Structures of conventional light-frame construction shall be limited in story height in accordance with Table 2308.2.1.
ALLOWABLE STORY HEIGHT
SEISMIC DESIGN CATEGORY | ALLOWABLE STORY ABOVE GRADE PLANE |
A and B | Three stories |
C | Two stories |
D and Ea | One story |
For SI: 1 inch = 25.4 mm.
- For the purposes of this section, for buildings assigned to Seismic Design Category D or E, cripple walls shall be considered to be a story unless cripple walls are solid blocked and do not exceed 14 inches in height.
Loads shall be in accordance with Chapter 16 and shall not exceed the following:
Average dead loads shall not exceed 15 psf (718 N/m2) for combined roof and ceiling, exterior walls, floors and partitions.
Exceptions:
- Subject to the limitations of Section 2308.6.10, stone or masonry veneer up to the lesser of 5 inches (127 mm) thick or 50 psf (2395 N/m2) and installed in accordance with Chapter 14 is permitted to a height of 30 feet (9144 mm) above a noncombustible foundation, with an additional 8 feet (2438 mm) permitted for gable ends.
- Concrete or masonry fireplaces, heaters and chimneys shall be permitted in accordance with the provisions of this code.
- Live loads shall not exceed 40 psf (1916 N/m2) for floors.
- Ground snow loads shall not exceed 50 psf (2395 N/m2).
Vult shall not exceed 130 miles per hour (57 m/s) (3-second gust).
Exceptions:
- Vult shall not exceed 140 mph (61.6 m/s) (3-second gust) for buildings in Exposure Category B that are not located in a hurricane-prone region.
- Where Vult exceeds 130 mph (3-second gust), the provisions of either AWC WFCM or ICC 600 are permitted to be used.
[DSA-SS & DSA-SS/CC and OSHPD 2] The use of conventional light-frame construction provisions in this section is permitted, subject to the following conditions:
- The design and construction shall also comply with Section 2304 and Section 2305.
- In conjunction with the use of provisions in Section 2308.6 (Wall bracing), engineering analysis shall be furnished that demonstrates compliance of lateral-force-resisting systems with Section 2305.
- In addition to the use of provisions in Section 2308.4 (Floor framing), engineering analysis shall be furnished that demonstrates compliance of floor framing elements and connections with Section 2301.2, Item 1 or 2.
- In addition to the use of provisions in Section 2308.5 (Wall construction), engineering analysis shall be furnished that demonstrates compliance of wall framing elements and connections with Section 2301.2, Item 1 or 2.
- In addition to the use of provisions in Section 2308.7 (Roof and Ceiling Framing), engineering analysis shall be furnished demonstrating compliance of roof and ceiling framing elements and connections with Section 2301.2, Item 1 or 2.
Foundation plates or sills resting on concrete or masonry foundations shall comply with Section 2304.3.1. Foundation plates or sills shall be bolted or anchored to the foundation with not less than 1/2-inch-diameter (12.7 mm) steel bolts or approved anchors spaced to provide equivalent anchorage as the steel bolts. Bolts shall be embedded at least 7 inches (178 mm) into concrete or masonry. Bolts shall be spaced not more than 6 feet (1829 mm) on center and there shall be not less than two bolts or anchor straps per piece with one bolt or anchor strap located not more than 12 inches (305 mm) or less than 4 inches (102 mm) from each end of each piece. A properly sized nut and washer shall be tightened on each bolt to the plate.
Exceptions:
- Along braced wall lines in structures assigned to Seismic Design Category E, steel bolts with a minimum nominal diameter of 5/8 inch (15.9 mm) or approved anchor straps load-rated in accordance with Section 2304.10.3 and spaced to provide equivalent anchorage shall be used.
- Bolts in braced wall lines in structures over two stories above grade shall be spaced not more than 4 feet (1219 mm) on center.
Girders for single-story construction or girders supporting loads from a single floor shall be not less than 4 inches by 6 inches (102 mm by 152 mm) for spans 6 feet (1829 mm) or less, provided that girders are spaced not more than 8 feet (2438 mm) on center. Other girders shall be designed to support the loads specified in this code. Girder end joints shall occur over supports.
Where a girder is spliced over a support, an adequate tie shall be provided. The ends of beams or girders supported on masonry or concrete shall not have less than 3 inches (76 mm) of bearing.
The allowable spans of girders that are fabricated of dimension lumber shall not exceed the values set forth in Table 2308.4.1.1(1) or 2308.4.1.1(2).
HEADER AND GIRDER SPANSa, b FOR EXTERIOR BEARING WALLS (Maximum spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and required number of jack studs)
GIRDERS AND HEADERS SUPPORTING | SIZE | GROUND SNOW LOAD (psf)e | |||||||||||
30 | 50 | ||||||||||||
Building widthc (feet) | |||||||||||||
20 | 28 | 36 | 20 | 28 | 36 | ||||||||
Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | Span | NJd | ||
Roof and ceiling | 2-2 × 4 | 3-6 | 1 | 3-2 | 1 | 2-10 | 1 | 3-2 | 1 | 2-9 | 1 | 2-6 | 1 |
2-2 × 6 | 5-5 | 1 | 4-8 | 1 | 4-2 | 1 | 4-8 | 1 | 4-1 | 1 | 3-8 | 2 | |
2-2 × 8 | 6-10 | 1 | 5-11 | 2 | 5-4 | 2 | 5-11 | 2 | 5-2 | 2 | 4-7 | 2 | |
2-2 × 10 | 8-5 | 2 | 7-3 | 2 | 6-6 | 2 | 7-3 | 2 | 6-3 | 2 | 5-7 | 2 | |
2-2 × 12 | 9-9 | 2 | 8-5 | 2 | 7-6 | 2 | 8-5 | 2 | 7-3 | 2 | 6-6 | 2 | |
3-2 × 8 | 8-4 | 1 | 7-5 | 1 | 6-8 | 1 | 7-5 | 1 | 6-5 | 2 | 5-9 | 2 | |
3-2 × 10 | 10-6 | 1 | 9-1 | 2 | 8-2 | 2 | 9-1 | 2 | 7-10 | 2 | 7-0 | 2 | |
3-2 × 12 | 12-2 | 2 | 10-7 | 2 | 9-5 | 2 | 10-7 | 2 | 9-2 | 2 | 8-2 | 2 | |
4-2 × 8 | 9-2 | 1 | 8-4 | 1 | 7-8 | 1 | 8-4 | 1 | 7-5 | 1 | 6-8 | 1 | |
4-2 × 10 | 11-8 | 1 | 10-6 | 1 | 9-5 | 2 | 10-6 | 1 | 9-1 | 2 | 8-2 | 2 | |
4-2 × 12 | 14-1 | 1 | 12-2 | 2 | 10-11 | 2 | 12-2 | 2 | 10-7 | 2 | 9-5 | 2 | |
Roof, ceiling and one center-bearing floor | 2-2 × 4 | 3-1 | 1 | 2-9 | 1 | 2-5 | 1 | 2-9 | 1 | 2-5 | 1 | 2-2 | 1 |
2-2 × 6 | 4-6 | 1 | 4-0 | 1 | 3-7 | 2 | 4-1 | 1 | 3-7 | 2 | 3-3 | 2 | |
2-2 × 8 | 5-9 | 2 | 5-0 | 2 | 4-6 | 2 | 5-2 | 2 | 4-6 | 2 | 4-1 | 2 | |
2-2 × 10 | 7-0 | 2 | 6-2 | 2 | 5-6 | 2 | 6-4 | 2 | 5-6 | 2 | 5-0 | 2 | |
2-2 × 12 | 8-1 | 2 | 7-1 | 2 | 6-5 | 2 | 7-4 | 2 | 6-5 | 2 | 5-9 | 3 | |
3-2 × 8 | 7-2 | 1 | 6-3 | 2 | 5-8 | 2 | 6-5 | 2 | 5-8 | 2 | 5-1 | 2 | |
3-2 × 10 | 8-9 | 2 | 7-8 | 2 | 6-11 | 2 | 7-11 | 2 | 6-11 | 2 | 6-3 | 2 | |
3-2 × 12 | 10-2 | 2 | 8-11 | 2 | 8-0 | 2 | 9-2 | 2 | 8-0 | 2 | 7-3 | 2 | |
4-2 × 8 | 8-1 | 1 | 7-3 | 1 | 6-7 | 1 | 7-5 | 1 | 6-6 | 1 | 5-11 | 2 | |
4-2 × 10 | 10-1 | 1 | 8-10 | 2 | 8-0 | 2 | 9-1 | 2 | 8-0 | 2 | 7-2 | 2 | |
4-2 × 12 | 11-9 | 2 | 10-3 | 2 | 9-3 | 2 | 10-7 | 2 | 9-3 | 2 | 8-4 | 2 | |
Roof, ceiling and one clear span floor | 2-2 × 4 | 2-8 | 1 | 2-4 | 1 | 2-1 | 1 | 2-7 | 1 | 2-3 | 1 | 2-0 | 1 |
2-2 × 6 | 3-11 | 1 | 3-5 | 2 | 3-0 | 2 | 3-10 | 2 | 3-4 | 2 | 3-0 | 2 | |
2-2 × 8 | 5-0 | 2 | 4-4 | 2 | 3-10 | 2 | 4-10 | 2 | 4-2 | 2 | 3-9 | 2 | |
2-2 × 10 | 6-1 | 2 | 5-3 | 2 | 4-8 | 2 | 5-11 | 2 | 5-1 | 2 | 4-7 | 3 | |
2-2 × 12 | 7-1 | 2 | 6-1 | 3 | 5-5 | 3 | 6-10 | 2 | 5-11 | 3 | 5-4 | 3 | |
3-2 × 8 | 6-3 | 2 | 5-5 | 2 | 4-10 | 2 | 6-1 | 2 | 5-3 | 2 | 4-8 | 2 | |
3-2 × 10 | 7-7 | 2 | 6-7 | 2 | 5-11 | 2 | 7-5 | 2 | 6-5 | 2 | 5-9 | 2 | |
3-2 × 12 | 8-10 | 2 | 7-8 | 2 | 6-10 | 2 | 8-7 | 2 | 7-5 | 2 | 6-8 | 2 | |
4-2 × 8 | 7-2 | 1 | 6-3 | 2 | 5-7 | 2 | 7-0 | 1 | 6-1 | 2 | 5-5 | 2 | |
4-2 × 10 | 8-9 | 2 | 7-7 | 2 | 6-10 | 2 | 8-7 | 2 | 7-5 | 2 | 6-7 | 2 | |
4-2 × 12 | 10-2 | 2 | 8-10 | 2 | 7-11 | 2 | 9-11 | 2 | 8-7 | 2 | 7-8 | 2 | |
Roof, ceiling and two center-bearing floors | 2-2 × 4 | 2-7 | 1 | 2-3 | 1 | 2-0 | 1 | 2-6 | 1 | 2-2 | 1 | 1-11 | 1 |
2-2 × 6 | 3-9 | 2 | 3-3 | 2 | 2-11 | 2 | 3-8 | 2 | 3-2 | 2 | 2-10 | 2 | |
2-2 × 8 | 4-9 | 2 | 4-2 | 2 | 3-9 | 2 | 4-7 | 2 | 4-0 | 2 | 3-8 | 2 | |
2-2 × 10 | 5-9 | 2 | 5-1 | 2 | 4-7 | 3 | 5-8 | 2 | 4-11 | 2 | 4-5 | 3 | |
2-2 × 12 | 6-8 | 2 | 5-10 | 3 | 5-3 | 3 | 6-6 | 2 | 5-9 | 3 | 5-2 | 3 | |
3-2 × 8 | 5-11 | 2 | 5-2 | 2 | 4-8 | 2 | 5-9 | 2 | 5-1 | 2 | 4-7 | 2 | |
3-2 × 10 | 7-3 | 2 | 6-4 | 2 | 5-8 | 2 | 7-1 | 2 | 6-2 | 2 | 5-7 | 2 | |
3-2 × 12 | 8-5 | 2 | 7-4 | 2 | 6-7 | 2 | 8-2 | 2 | 7-2 | 2 | 6-5 | 3 | |
4-2 × 8 | 6-10 | 1 | 6-0 | 2 | 5-5 | 2 | 6-8 | 1 | 5-10 | 2 | 5-3 | 2 | |
4-2 × 10 | 8-4 | 2 | 7-4 | 2 | 6-7 | 2 | 8-2 | 2 | 7-2 | 2 | 6-5 | 2 | |
4-2 × 12 | 9-8 | 2 | 8-6 | 2 | 7-8 | 2 | 9-5 | 2 | 8-3 | 2 | 7-5 | 2 | |
Roof, ceiling, and two clear span floors | 2-2 × 4 | 2-1 | 1 | 1-8 | 1 | 1-6 | 2 | 2-0 | 1 | 1-8 | 1 | 1-5 | 2 |
2-2 × 6 | 3-1 | 2 | 2-8 | 2 | 2-4 | 2 | 3-0 | 2 | 2-7 | 2 | 2-3 | 2 | |
2-2 × 8 | 3-10 | 2 | 3-4 | 2 | 3-0 | 3 | 3-10 | 2 | 3-4 | 2 | 2-11 | 3 | |
Roof, ceiling, and two clear span floors | 2-2 × 10 | 4-9 | 2 | 4-1 | 3 | 3-8 | 3 | 4-8 | 2 | 4-0 | 3 | 3-7 | 3 |
2-2 × 12 | 5-6 | 3 | 4-9 | 3 | 4-3 | 3 | 5-5 | 3 | 4-8 | 3 | 4-2 | 3 | |
3-2 × 8 | 4-10 | 2 | 4-2 | 2 | 3-9 | 2 | 4-9 | 2 | 4-1 | 2 | 3-8 | 2 | |
3-2 × 10 | 5-11 | 2 | 5-1 | 2 | 4-7 | 3 | 5-10 | 2 | 5-0 | 2 | 4-6 | 3 | |
3-2 × 12 | 6-10 | 2 | 5-11 | 3 | 5-4 | 3 | 6-9 | 2 | 5-10 | 3 | 5-3 | 3 | |
4-2 × 8 | 5-7 | 2 | 4-10 | 2 | 4-4 | 2 | 5-6 | 2 | 4-9 | 2 | 4-3 | 2 | |
4-2 × 10 | 6-10 | 2 | 5-11 | 2 | 5-3 | 2 | 6-9 | 2 | 5-10 | 2 | 5-2 | 2 | |
4-2 × 12 | 7-11 | 2 | 6-10 | 2 | 6-2 | 3 | 7-9 | 2 | 6-9 | 2 | 6-0 | 3 |
For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa.
- Spans are given in feet and inches.
- Spans are based on minimum design properties for No. 2 grade lumber of Douglas Fir-Larch, Hem-Fir and Spruce-Pine Fir. No. 1 or better grade lumber shall be used for Southern Pine.
- Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
- NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header.
- Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.
HEADER AND GIRDER SPANSa, b FOR INTERIOR BEARING WALLS (Maximum spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and required number of jack studs)
HEADERS AND GIRDERS SUPPORTING | SIZE | BUILDING WIDTHc (feet) | |||||
20 | 28 | 36 | |||||
Span | NJd | Span | NJd | Span | NJd | ||
One floor only | 2-2 × 4 | 3-1 | 1 | 2-8 | 1 | 2-5 | 1 |
2-2 × 6 | 4-6 | 1 | 3-11 | 1 | 3-6 | 1 | |
2-2 × 8 | 5-9 | 1 | 5-0 | 2 | 4-5 | 2 | |
2-2 × 10 | 7-0 | 2 | 6-1 | 2 | 5-5 | 2 | |
2-2 × 12 | 8-1 | 2 | 7-0 | 2 | 6-3 | 2 | |
3-2 × 8 | 7-2 | 1 | 6-3 | 1 | 5-7 | 2 | |
3-2 × 10 | 8-9 | 1 | 7-7 | 2 | 6-9 | 2 | |
3-2 × 12 | 10-2 | 2 | 8-10 | 2 | 7-10 | 2 | |
4-2 × 8 | 9-0 | 1 | 7-8 | 1 | 6-9 | 1 | |
4-2 × 10 | 10-1 | 1 | 8-9 | 1 | 7-10 | 2 | |
4-2 × 12 | 11-9 | 1 | 10-2 | 2 | 9-1 | 2 | |
Two floors | 2-2 × 4 | 2-2 | 1 | 1-10 | 1 | 1-7 | 1 |
2-2 × 6 | 3-2 | 2 | 2-9 | 2 | 2-5 | 2 | |
2-2 × 8 | 4-1 | 2 | 3-6 | 2 | 3-2 | 2 | |
2-2 × 10 | 4-11 | 2 | 4-3 | 2 | 3-10 | 3 | |
2-2 × 12 | 5-9 | 2 | 5-0 | 3 | 4-5 | 3 | |
3-2 × 8 | 5-1 | 2 | 4-5 | 2 | 3-11 | 2 | |
3-2 × 10 | 6-2 | 2 | 5-4 | 2 | 4-10 | 2 | |
3-2 × 12 | 7-2 | 2 | 6-3 | 2 | 5-7 | 3 | |
4-2 × 8 | 6-1 | 1 | 5-3 | 2 | 4-8 | 2 | |
4-2 × 10 | 7-2 | 2 | 6-2 | 2 | 5-6 | 2 | |
4-2 × 12 | 8-4 | 2 | 7-2 | 2 | 6-5 | 2 |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
- Spans are given in feet and inches.
- Spans are based on minimum design properties for No. 2 grade lumber of Douglas Fir-Larch, Hem-Fir and Spruce-Pine Fir. No. 1 or better grade lumber shall be used for Southern Pine.
- Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated.
- NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an approved framing anchor attached to the full-height wall stud and to the header.
Spans for floor joists shall be in accordance with Table 2308.4.2.1(1) or 2308.4.2.1(2) or the AWC STJR.
FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential sleeping areas, live load = 30 psf, L/Δ = 360)
JOIST SPACING (inches) | SPECIES AND GRADE | DEAD LOAD = 10 psf | DEAD LOAD = 20 psf | |||||||
2 × 6 | 2 × 8 | 2 × 10 | 2 × 12 | 2 × 6 | 2 × 8 | 2 × 10 | 2 × 12 | |||
Maximum floor joist spans | ||||||||||
(ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | |||
12 | Douglas Fir-Larch | SS | 12-6 | 16-6 | 21-0 | 25-7 | 12-6 | 16-6 | 21-0 | 25-7 |
Douglas Fir-Larch | #1 | 12-0 | 15-10 | 20-3 | 24-8 | 12-0 | 15-7 | 19-0 | 22-0 | |
Douglas Fir-Larch | #2 | 11-10 | 15-7 | 19-10 | 23-0 | 11-6 | 14-7 | 17-9 | 20-7 | |
Douglas Fir-Larch | #3 | 9-8 | 12-4 | 15-0 | 17-5 | 8-8 | 11-0 | 13-5 | 15-7 | |
Hem-Fir | SS | 11-10 | 15-7 | 19-10 | 24-2 | 11-10 | 15-7 | 19-10 | 24-2 | |
Hem-Fir | #1 | 11-7 | 15-3 | 19-5 | 23-7 | 11-7 | 15-2 | 18-6 | 21-6 | |
Hem-Fir | #2 | 11-0 | 14-6 | 18-6 | 22-6 | 11-0 | 14-4 | 17-6 | 20-4 | |
Hem-Fir | #3 | 9-8 | 12-4 | 15-0 | 17-5 | 8-8 | 11-0 | 13-5 | 15-7 | |
Southern Pine | SS | 12-3 | 16-2 | 20-8 | 25-1 | 12-3 | 16-2 | 20-8 | 25-1 | |
Southern Pine | #1 | 11-10 | 15-7 | 19-10 | 24-2 | 11-10 | 15-7 | 18-7 | 22-0 | |
Southern Pine | #2 | 11-3 | 14-11 | 18-1 | 21-4 | 10-9 | 13-8 | 16-2 | 19-1 | |
Southern Pine | #3 | 9-2 | 11-6 | 14-0 | 16-6 | 8-2 | 10-3 | 12-6 | 14-9 | |
Spruce-Pine-Fir | SS | 11-7 | 15-3 | 19-5 | 23-7 | 11-7 | 15-3 | 19-5 | 23-7 | |
Spruce-Pine-Fir | #1 | 11-3 | 14-11 | 19-0 | 23-0 | 11-3 | 14-7 | 17-9 | 20-7 | |
Spruce-Pine-Fir | #2 | 11-3 | 14-11 | 19-0 | 23-0 | 11-3 | 14-7 | 17-9 | 20-7 | |
Spruce-Pine-Fir | #3 | 9-8 | 12-4 | 15-0 | 17-5 | 8-8 | 11-0 | 13-5 | 15-7 | |
16 | Douglas Fir-Larch | SS | 11-4 | 15-0 | 19-1 | 23-3 | 11-4 | 15-0 | 19-1 | 23-0 |
Douglas Fir-Larch | #1 | 10-11 | 14-5 | 18-5 | 21-4 | 10-8 | 13-6 | 16-5 | 19-1 | |
Douglas Fir-Larch | #2 | 10-9 | 14-1 | 17-2 | 19-11 | 9-11 | 12-7 | 15-5 | 17-10 | |
Douglas Fir-Larch | #3 | 8-5 | 10-8 | 13-0 | 15-1 | 7-6 | 9-6 | 11-8 | 13-6 | |
Hem-Fir | SS | 10-9 | 14-2 | 18-0 | 21-11 | 10-9 | 14-2 | 18-0 | 21-11 | |
Hem-Fir | #1 | 10-6 | 13-10 | 17-8 | 20-9 | 10-4 | 13-1 | 16-0 | 18-7 | |
Hem-Fir | #2 | 10-0 | 13-2 | 16-10 | 19-8 | 9-10 | 12-5 | 15-2 | 17-7 | |
Hem-Fir | #3 | 8-5 | 10-8 | 13-0 | 15-1 | 7-6 | 9-6 | 11-8 | 13-6 | |
Southern Pine | SS | 11-2 | 14-8 | 18-9 | 22-10 | 11-2 | 14-8 | 18-9 | 22-10 | |
Southern Pine | #1 | 10-9 | 14-2 | 18-0 | 21-4 | 10-9 | 13-9 | 16-1 | 19-1 | |
Southern Pine | #2 | 10-3 | 13-3 | 15-8 | 18-6 | 9-4 | 11-10 | 14-0 | 16-6 | |
Southern Pine | #3 | 7-11 | 10-10 | 12-1 | 14-4 | 7-1 | 8-11 | 10-10 | 12-10 | |
Spruce-Pine-Fir | SS | 10-6 | 13-10 | 17-8 | 21-6 | 10-6 | 13-10 | 17-8 | 21-4 | |
Spruce-Pine-Fir | #1 | 10-3 | 13-6 | 17-2 | 19-11 | 9-11 | 12-7 | 15-5 | 17-10 | |
Spruce-Pine-Fir | #2 | 10-3 | 13-6 | 17-2 | 19-11 | 9-11 | 12-7 | 15-5 | 17-10 | |
Spruce-Pine-Fir | #3 | 8-5 | 10-8 | 13-0 | 15-1 | 7-6 | 9-6 | 11-8 | 13-6 | |
19.2 | Douglas Fir-Larch | SS | 10-8 | 14-1 | 18-0 | 21-10 | 10-8 | 14-1 | 18-0 | 21-0 |
Douglas Fir-Larch | #1 | 10-4 | 13-7 | 16-9 | 19-6 | 9-8 | 12-4 | 15-0 | 17-5 | |
Douglas Fir-Larch | #2 | 10-1 | 12-10 | 15-8 | 18-3 | 9-1 | 11-6 | 14-1 | 16-3 | |
Douglas Fir-Larch | #3 | 7-8 | 9-9 | 11-10 | 13-9 | 6-10 | 8-8 | 10-7 | 12-4 | |
Hem-Fir | SS | 10-1 | 13-4 | 17-0 | 20-8 | 10-1 | 13-4 | 17-0 | 20-7 | |
Hem-Fir | #1 | 9-10 | 13-0 | 16-4 | 19-0 | 9-6 | 12-0 | 14-8 | 17-0 | |
Hem-Fir | #2 | 9-5 | 12-5 | 15-6 | 17-1 | 8-11 | 11-4 | 13-10 | 16-1 | |
Hem-Fir | #3 | 7-8 | 9-9 | 11-10 | 13-9 | 6-10 | 8-8 | 10-7 | 12-4 | |
Southern Pine | SS | 10-6 | 13-10 | 17-8 | 21-6 | 10-6 | 13-10 | 17-8 | 21-6 | |
Southern Pine | #1 | 10-1 | 13-4 | 16-5 | 19-6 | 9-11 | 12-7 | 14-8 | 17-5 | |
Southern Pine | #2 | 9-6 | 12-1 | 14-4 | 16-10 | 8-6 | 10-10 | 12-10 | 15-1 | |
Southern Pine | #3 | 7-3 | 9-1 | 11-0 | 13-1 | 6-5 | 8-2 | 9-10 | 11-8 | |
Spruce-Pine-Fir | SS | 9-10 | 13-0 | 16-7 | 20-2 | 9-10 | 13-0 | 16-7 | 19-6 | |
Spruce-Pine-Fir | #1 | 9-8 | 12-9 | 15-8 | 18-3 | 9-1 | 11-6 | 14-1 | 16-3 | |
Spruce-Pine-Fir | #2 | 9-8 | 12-9 | 15-8 | 18-3 | 9-1 | 11-6 | 14-1 | 16-3 | |
Spruce-Pine-Fir | #3 | 7-8 | 9-9 | 11-10 | 13-9 | 6-10 | 8-8 | 10-7 | 12-4 | |
24 | Douglas Fir-Larch | SS | 9-11 | 13-1 | 16-8 | 20-3 | 9-11 | 13-1 | 16-2 | 18-9 |
Douglas Fir-Larch | #1 | 9-7 | 12-4 | 15-0 | 17-5 | 8-8 | 11-0 | 13-5 | 15-7 | |
Douglas Fir-Larch | #2 | 9-1 | 11-6 | 14-1 | 16-3 | 8-1 | 10-3 | 12-7 | 14-7 | |
Douglas Fir-Larch | #3 | 6-10 | 8-8 | 10-7 | 12-4 | 6-2 | 7-9 | 9-6 | 11-0 | |
Hem-Fir | SS | 9-4 | 12-4 | 15-9 | 19-2 | 9-4 | 12-4 | 15-9 | 18-5 | |
Hem-Fir | #1 | 9-2 | 12-0 | 14-8 | 17-0 | 8-6 | 10-9 | 13-1 | 15-2 | |
Hem-Fir | #2 | 8-9 | 11-4 | 13-10 | 16-1 | 8-0 | 10-2 | 12-5 | 14-4 | |
Hem-Fir | #3 | 6-10 | 8-8 | 10-7 | 12-4 | 6-2 | 7-9 | 9-6 | 11-0 | |
Southern Pine | SS | 9-9 | 12-10 | 16-5 | 19-11 | 9-9 | 12-10 | 16-5 | 19-8 | |
Southern Pine | #1 | 9-4 | 12-4 | 14-8 | 17-5 | 8-10 | 11-3 | 13-1 | 15-7 | |
Southern Pine | #2 | 8-6 | 10-10 | 12-10 | 15-1 | 7-7 | 9-8 | 11-5 | 13-6 | |
Southern Pine | #3 | 6-5 | 8-2 | 9-10 | 11-8 | 5-9 | 7-3 | 8-10 | 10-5 | |
Spruce-Pine-Fir | SS | 9-2 | 12-1 | 15-5 | 18-9 | 9-2 | 12-1 | 15-0 | 17-5 | |
Spruce-Pine-Fir | #1 | 8-11 | 11-6 | 14-1 | 16-3 | 8-1 | 10-3 | 12-7 | 14-7 | |
Spruce-Pine-Fir | #2 | 8-11 | 11-6 | 14-1 | 16-3 | 8-1 | 10-3 | 12-7 | 14-7 | |
Spruce-Pine-Fir | #3 | 6-10 | 8-8 | 10-7 | 12-4 | 6-2 | 7-9 | 9-6 | 11-0 |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
Note: Check sources for availability of lumber in lengths greater than 20 feet.
FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential living areas, live load = 40 psf, L/Δ = 360)
JOIST SPACING (inches) | SPECIES AND GRADE | DEAD LOAD = 10 psf | DEAD LOAD = 20 psf | |||||||
2 × 6 | 2 × 8 | 2 × 10 | 2 × 12 | 2 × 6 | 2 × 8 | 2 × 10 | 2 × 12 | |||
Maximum floor joist spans | ||||||||||
(ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | |||
12 | Douglas Fir-Larch | SS | 11-4 | 15-0 | 19-1 | 23-3 | 11-4 | 15-0 | 19-1 | 23-3 |
Douglas Fir-Larch | #1 | 10-11 | 14-5 | 18-5 | 22-0 | 10-11 | 14-2 | 17-4 | 20-1 | |
Douglas Fir-Larch | #2 | 10-9 | 14-2 | 17-9 | 20-7 | 10-6 | 13-3 | 16-3 | 18-10 | |
Douglas Fir-Larch | #3 | 8-8 | 11-0 | 13-5 | 15-7 | 7-11 | 10-0 | 12-3 | 14-3 | |
Hem-Fir | SS | 10-9 | 14-2 | 18-0 | 21-11 | 10-9 | 14-2 | 18-0 | 21-11 | |
Hem-Fir | #1 | 10-6 | 13-10 | 17-8 | 21-6 | 10-6 | 13-10 | 16-11 | 19-7 | |
Hem-Fir | #2 | 10-0 | 13-2 | 16-10 | 20-4 | 10-0 | 13-1 | 16-0 | 18-6 | |
Hem-Fir | #3 | 8-8 | 11-0 | 13-5 | 15-7 | 7-11 | 10-0 | 12-3 | 14-3 | |
Southern Pine | SS | 11-2 | 14-8 | 18-9 | 22-10 | 11-2 | 14-8 | 18-9 | 22-10 | |
Southern Pine | #1 | 10-9 | 14-2 | 18-0 | 21-11 | 10-9 | 14-2 | 16-11 | 20-1 | |
Southern Pine | #2 | 10-3 | 13-6 | 16-2 | 19-1 | 9-10 | 12-6 | 14-9 | 17-5 | |
Southern Pine | #3 | 8-2 | 10-3 | 12-6 | 14-9 | 7-5 | 9-5 | 11-5 | 13-6 | |
Spruce-Pine-Fir | SS | 10-6 | 13-10 | 17-8 | 21-6 | 10-6 | 13-10 | 17-8 | 21-6 | |
Spruce-Pine-Fir | #1 | 10-3 | 13-6 | 17-3 | 20-7 | 10-3 | 13-3 | 16-3 | 18-10 | |
Spruce-Pine-Fir | #2 | 10-3 | 13-6 | 17-3 | 20-7 | 10-3 | 13-3 | 16-3 | 18-10 | |
Spruce-Pine-Fir | #3 | 8-8 | 11-0 | 13-5 | 15-7 | 7-11 | 10-0 | 12-3 | 14-3 | |
16 | Douglas Fir-Larch | SS | 10-4 | 13-7 | 17-4 | 21-1 | 10-4 | 13-7 | 17-4 | 21-0 |
Douglas Fir-Larch | #1 | 9-11 | 13-1 | 16-5 | 19-1 | 9-8 | 12-4 | 15-0 | 17-5 | |
Douglas Fir-Larch | #2 | 9-9 | 12-7 | 15-5 | 17-10 | 9-1 | 11-6 | 14-1 | 16-3 | |
Douglas Fir-Larch | #3 | 7-6 | 9-6 | 11-8 | 13-6 | 6-10 | 8-8 | 10-7 | 12-4 | |
Hem-Fir | SS | 9-9 | 12-10 | 16-5 | 19-11 | 9-9 | 12-10 | 16-5 | 19-11 | |
Hem-Fir | #1 | 9-6 | 12-7 | 16-0 | 18-7 | 9-6 | 12-0 | 14-8 | 17-0 | |
Hem-Fir | #2 | 9-1 | 12-0 | 15-2 | 17-7 | 8-11 | 11-4 | 13-10 | 16-1 | |
Hem-Fir | #3 | 7-6 | 9-6 | 11-8 | 13-6 | 6-10 | 8-8 | 10-7 | 12-4 | |
Southern Pine | SS | 10-2 | 13-4 | 17-0 | 20-9 | 10-2 | 13-4 | 17-0 | 20-9 | |
Southern Pine | #1 | 9-9 | 12-10 | 16-1 | 19-1 | 9-9 | 12-7 | 14-8 | 17-5 | |
Southern Pine | #2 | 9-4 | 11-10 | 14-0 | 16-6 | 8-6 | 10-10 | 12-10 | 15-1 | |
Southern Pine | #3 | 7-1 | 8-11 | 10-10 | 12-10 | 6-5 | 8-2 | 9-10 | 11-8 | |
Spruce-Pine-Fir | SS | 9-6 | 12-7 | 16-0 | 19-6 | 9-6 | 12-7 | 16-0 | 19-6 | |
Spruce-Pine-Fir | #1 | 9-4 | 12-3 | 15-5 | 17-10 | 9-1 | 11-6 | 14-1 | 16-3 | |
Spruce-Pine-Fir | #2 | 9-4 | 12-3 | 15-5 | 17-10 | 9-1 | 11-6 | 14-1 | 16-3 | |
Spruce-Pine-Fir | #3 | 7-6 | 9-6 | 11-8 | 13-6 | 6-10 | 8-8 | 10-7 | 12-4 | |
19.2 | Douglas Fir-Larch | SS | 9-8 | 12-10 | 16-4 | 19-10 | 9-8 | 12-10 | 16-4 | 19-2 |
Douglas Fir-Larch | #1 | 9-4 | 12-4 | 15-0 | 17-5 | 8-10 | 11-3 | 13-8 | 15-11 | |
Douglas Fir-Larch | #2 | 9-1 | 11-6 | 14-1 | 16-3 | 8-3 | 10-6 | 12-10 | 14-10 | |
Douglas Fir-Larch | #3 | 6-10 | 8-8 | 10-7 | 12-4 | 6-3 | 7-11 | 9-8 | 11-3 | |
Hem-Fir | SS | 9-2 | 12-1 | 15-5 | 18-9 | 9-2 | 12-1 | 15-5 | 18-9 | |
Hem-Fir | #1 | 9-0 | 11-10 | 14-8 | 17-0 | 8-8 | 10-11 | 13-4 | 15-6 | |
Hem-Fir | #2 | 8-7 | 11-3 | 13-10 | 16-1 | 8-2 | 10-4 | 12-8 | 14-8 | |
Hem-Fir | #3 | 6-10 | 8-8 | 10-7 | 12-4 | 6-3 | 7-11 | 9-8 | 11-3 | |
Southern Pine | SS | 9-6 | 12-7 | 16-0 | 19-6 | 9-6 | 12-7 | 16-0 | 19-6 | |
Southern Pine | #1 | 9-2 | 12-1 | 14-8 | 17-5 | 9-0 | 11-5 | 13-5 | 15-11 | |
Southern Pine | #2 | 8-6 | 10-10 | 12-10 | 15-1 | 7-9 | 9-10 | 11-8 | 13-9 | |
Southern Pine | #3 | 6-5 | 8-2 | 9-10 | 11-8 | 5-11 | 7-5 | 9-0 | 10-8 | |
Spruce-Pine-Fir | SS | 9-0 | 11-10 | 15-1 | 18-4 | 9-0 | 11-10 | 15-1 | 17-9 | |
Spruce-Pine-Fir | # | 8-9 | 11-6 | 14-1 | 16-3 | 8-3 | 10-6 | 12-10 | 14-10 | |
Spruce-Pine-Fir | #2 | 8-9 | 11-6 | 14-1 | 16-3 | 8-3 | 10-6 | 12-10 | 14-10 | |
Spruce-Pine-Fir | #3 | 6-10 | 8-8 | 10-7 | 12-4 | 6-3 | 7-11 | 9-8 | 11-3 | |
24 | Douglas Fir-Larch | SS | 9-0 | 11-11 | 15-2 | 18-5 | 9-0 | 11-11 | 14-9 | 17-1 |
Douglas Fir-Larch | #1 | 8-8 | 11-0 | 13-5 | 15-7 | 7-11 | 10-0 | 12-3 | 14-3 | |
Douglas Fir-Larch | #2 | 8-1 | 10-3 | 12-7 | 14-7 | 7-5 | 9-5 | 11-6 | 13-4 | |
Douglas Fir-Larch | #3 | 6-2 | 7-9 | 9-6 | 11-0 | 5-7 | 7-1 | 8-8 | 10-1 | |
Hem-Fir | SS | 8-6 | 11-3 | 14-4 | 17-5 | 8-6 | 11-3 | 14-4 | 16-10a | |
Hem-Fir | #1 | 8-4 | 10-9 | 13-1 | 15-2 | 7-9 | 9-9 | 11-11 | 13-10 | |
Hem-Fir | #2 | 7-11 | 10-2 | 12-5 | 14-4 | 7-4 | 9-3 | 11-4 | 13-1 | |
Hem-Fir | #3 | 6-2 | 7-9 | 9-6 | 11-0 | 5-7 | 7-1 | 8-8 | 10-1 | |
Southern Pine | SS | 8-10 | 11-8 | 14-11 | 18-1 | 8-10 | 11-8 | 14-11 | 18-0 | |
Southern Pine | #1 | 8-6 | 11-3 | 13-1 | 15-7 | 8-1 | 10-3 | 12-0 | 14-3 | |
Southern Pine | #2 | 7-7 | 9-8 | 11-5 | 13-6 | 7-0 | 8-10 | 10-5 | 12-4 | |
Southern Pine | #3 | 5-9 | 7-3 | 8-10 | 10-5 | 5-3 | 6-8 | 8-1 | 9-6 | |
Spruce-Pine-Fir | SS | 8-4 | 11-0 | 14-0 | 17-0 | 8-4 | 11-0 | 13-8 | 15-11 | |
Spruce-Pine-Fir | #1 | 8-1 | 10-3 | 12-7 | 14-7 | 7-5 | 9-5 | 11-6 | 13-4 | |
Spruce-Pine-Fir | #2 | 8-1 | 10-3 | 12-7 | 14-7 | 7-5 | 9-5 | 11-6 | 13-4 | |
Spruce-Pine-Fir | #3 | 6-2 | 7-9 | 9-6 | 11-0 | 5-7 | 7-1 | 8-8 | 10-1 |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
Note: Check sources for availability of lumber in lengths greater than 20 feet.
- End bearing length shall be increased to 2 inches.
Openings in horizontal diaphragms in Seismic Design Categories B, C, D and E with a dimension that is greater than 4 feet (1219 mm) shall be constructed with metal ties and blocking in accordance with this section and Figure 2308.4.4.1(1). Metal ties shall be not less than 0.058 inch [1.47 mm (16 galvanized gage)] in thickness by 11/2 inches (38 mm) in width and shall have a yield stress not less than 33,000 psi (227 Mpa). Blocking shall extend not less than the dimension of the opening in the direction of the tie and blocking. Ties shall be attached to blocking in accordance with the manufacturer's instructions but with not less than eight 16d common nails on each side of the header-joist intersection.
Openings in floor diaphragms in Seismic Design Categories D and E shall not have any dimension exceeding 50 percent of the distance between braced wall lines or an area greater than 25 percent of the area between orthogonal pairs of braced wall lines [see Figure 2308.4.4.1(2)]; or the portion of the structure containing the opening shall be designed in accordance with accepted engineering practice to resist the forces specified in Chapter 16, to the extent such irregular opening affects the performance of the conventional framing system.
OPENINGS IN FLOOR AND ROOF DIAPHRAGMS
OPENING LIMITATIONS FOR FLOOR AND ROOF DIAPHRAGMS
In Seismic Design Categories D and E, portions of a floor level shall not be vertically offset such that the framing members on either side of the offset cannot be lapped or tied together in an approved manner in accordance with Figure 2308.4.4.2 unless the portion of the structure containing the irregular offset is designed in accordance with accepted engineering practice.
Exception: Framing supported directly by foundations need not be lapped or tied directly together.
FIGUR 2308.4.4.2
PORTIONS OF FLOOR LEVEL OFFSET VERTICALLY
The size, height and spacing of studs shall be in accordance with Table 2308.5.1.
Studs shall be continuous from a support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering practice.
Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Table 2308.4.1.1(1) or 2308.4.1.1(2).
SIZE, HEIGHT AND SPACING OF WOOD STUDSc
STUD SIZE (inches) | BEARING WALLS | NONBEARING WALLS | ||||
Laterally unsupported stud heighta (feet) | Supporting roof and ceiling only | Supporting one floor, roof and ceiling | Supporting two floors, roof and ceiling | Laterally unsupported stud heighta (feet) | Spacing (inches) | |
Spacing (inches) | ||||||
2 × 3b | — | — | — | — | 10 | 16 |
2 × 4 | 10 | 24 | 16 | — | 14 | 24 |
3 × 4 | 10 | 24 | 24 | 16 | 14 | 24 |
2 × 5 | 10 | 24 | 24 | — | 16 | 24 |
2 × 6 | 10 | 24 | 24 | 16 | 20 | 24 |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
- Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Increases in unsupported height are permitted where justified by an analysis.
- Shall not be used in exterior walls.
- Utility-grade studs shall not be spaced more than 16 inches on center or support more than a roof and ceiling, or exceed 8 feet in height for exterior walls and load-bearing walls or 10 feet for interior nonload-bearing walls.
Studs shall be placed with their wide dimension perpendicular to the wall. Not less than three studs shall be installed at each corner of an exterior wall.
Exceptions:
- In interior nonbearing walls and partitions, studs are permitted to be set with the long dimension parallel to the wall.
- At corners, two studs are permitted, provided that wood spacers or backup cleats of 3/8-inch-thick (9.5 mm) wood structural panel, 3/8-inch (9.5 mm) Type M "Exterior Glue" particleboard, 1-inch-thick (25 mm) lumber or other approved devices that will serve as an adequate backing for the attachment of facing materials are used. Where fire-resistance ratings or shear values are involved, wood spacers, backup cleats or other devices shall not be used unless specifically approved for such use.
Bearing and exterior wall studs shall be capped with double top plates installed to provide overlapping at corners and at intersections with other partitions. End joints in double top plates shall be offset not less than 48 inches (1219 mm), and shall be nailed in accordance with Table 2304.10.1. Plates shall be a nominal 2 inches (51 mm) in depth and have a width not less than the width of the studs.
Exception: A single top plate is permitted, provided that the plate is adequately tied at corners and intersecting walls by not less than the equivalent of 3-inch by 6-inch (76 mm by 152 mm) by 0.036-inch-thick (0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by six 8d [21/2" × 0.113" (64-mm by 2.87 mm)] box nails or equivalent on each side of the joint. For the butt-joint splice between adjacent single top plates, not less than the equivalent of a 3-inch by 12-inch (76 mm by 304 mm) by 0.036-inch-thick (0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by 12 8d [21/2-inch × 0.113-inch (64 mm by 2.87 mm)] box nails on each side of the joint shall be required, provided that the rafters, joists or trusses are centered over the studs with a tolerance of not more than 1 inch (25 mm). The top plate shall not be required over headers that are in the same plane and in line with the upper surface of the adjacent top plates and are tied to adjacent wall sections as required for the butt joint splice between adjacent single top plates.
Where bearing studs are spaced at 24-inch (610 mm) intervals, top plates are less than two 2-inch by 6-inch (51 mm by 152 mm) or two 3-inch by 4-inch (76 mm by 102 mm) members and the floor joists, floor trusses or roof trusses that they support are spaced at more than 16-inch (406 mm) intervals, such joists or trusses shall bear within 5 inches (127 mm) of the studs beneath or a third plate shall be installed.
Headers shall be provided over each opening in exterior bearing walls. The size and spans in Table 2308.4.1.1(1) are permitted to be used for one- and two-family dwellings. Headers for other buildings shall be designed in accordance with Section 2301.2, Item 1 or 2. Headers shall be of two pieces of nominal 2-inch (51 mm) framing lumber set on edge as permitted by Table 2308.4.1.1(1) and nailed together in accordance with Table 2304.10.1 or of solid lumber of equivalent size.
Wall studs shall support the ends of the header in accordance with Table 2308.4.1.1(1). Each end of a lintel or header shall have a bearing length of not less than 11/2 inches (38 mm) for the full width of the lintel.
Except where stucco construction that complies with Section 2510 is installed, the outside of exterior walls, including gables, of enclosed buildings shall be sheathed with one of the materials of the nominal thickness specified in Table 2308.5.11 with fasteners in accordance with the requirements of Section 2304.10 or fasteners designed in accordance with accepted engineering practice. Alternatively, sheathing materials and fasteners complying with Section 2304.6 shall be permitted.
MINIMUM THICKNESS OF WALL SHEATHING
SHEATHING TYPE | MINIMUM THICKNESS | MAXIMUM WALL STUD SPACING |
Diagonal wood boards | 5/8 inch | 24 inches on center |
Structural fiberboard | 1/2 inch | 16 inches on center |
Wood structural panel | In accordance with Tables 2308.6.3(2) and 2308.6.3(3) | — |
M-S "Exterior Glue" and M-2 "Exterior Glue" particleboard | In accordance with Section 2306.3 and Table 2308.6.3(4) | — |
Gypsum sheathing | 1/2 inch | 16 inches on center |
Reinforced cement mortar | 1 inch | 24 inches on center |
Hardboard panel siding | In accordance with Table 2308.6.3(5) | — |
For SI: 1 inch = 25.4 mm.
For the purpose of determining the amount and location of bracing required along each story level of a building, braced wall lines shall be designated as straight lines through the building plan in both the longitudinal and transverse direction and placed in accordance with Table 2308.6.1 and Figure 2308.6.1. Braced wall line spacing shall not exceed the distance specified in Table 2308.6.1. In structures assigned to Seismic Design Category D or E, braced wall lines shall intersect perpendicularly to each other.
For SI: 1 foot = 304.8 mm.
BASIC COMPONENTS OF THE LATERAL BRACING SYSTEM
WALL BRACING REQUIREMENTS
SEISMIC DESIGN CATEGORY | STORY CONDITION (SEE SECTION 2308.2) | MAXIMUM SPACING OF BRACED WALL LINES | BRACED PANEL LOCATION, SPACING (O.C.) AND MINIMUM PERCENTAGE (X) | MAXIMUM DISTANCE OF BRACED WALL PANELS FROM EACH END OF BRACED WALL LINE | ||
Bracing methodb | ||||||
LIB | DWB, WSP | SFB, PBS, PCP, HPS, GBc, d | ||||
A and B | 35'-0" | Each end and ≤ 25'-0" o.c. | Each end and ≤ 25'-0" o.c. | Each end and ≤ 25'-0" o.c. | 12'- 6" | |
35'- 0" | Each end and ≤ 25'-0" o.c. | Each end and ≤ 25'-0" o.c. | Each end and ≤ 25'-0" o.c. | 12'-6" | ||
35'-0" | NP | Each end and ≤ 25'-0" o.c. | Each end and ≤ 25'-0" o.c. | 12'-6" | ||
C | 35'-0" | NP | Each end and ≤ 25'-0" o.c. | Each end and ≤ 25'-0" o.c. | 12'-6" | |
35'-0" | NP | Each end and ≤ 25'-0" o.c. (minimum 25% of wall length)e | Each end and ≤ 25'-0" o.c. (minimum 25% of wall length)e | 12'-6" | ||
D and E | 25'-0" | NP | SDS < 0.50: Each end and ≤ 25'-0" o.c. (minimum 21% of wall length)e | SDS < 0.50: Each end and ≤ 25'-0" o.c. (minimum 43% of wall length)e | 8'-0" | |
0.5 ≤ SDS < 0.75: Each end and ≤ 25'-0" o.c. (minimum 32% of wall length)e | 0.5 ≤ SDS < 0.75: Each end and ≤ 25'-0" o.c. (minimum 59% of wall length)e | |||||
0.75 ≤ SDS ≤ 1.00: Each end and ≤ 25'-0" o.c. (minimum 37% of wall length)e | 0.75 ≤ SDS ≤ 1.00: Each end and ≤ 25'-0" o.c. (minimum 75% of wall length) | |||||
SDS > 1.00: Each end and ≤ 25'-0"o.c. (minimum 48% of wall length)e | SDS > 1.00: Each end and ≤ 25'-0" o.c. (minimum 100% of wall length)e |
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
NP = Not Permitted.
- This table specifies minimum requirements for braced wall panels along interior or exterior braced wall lines.
- See Section 2308.6.3 for full description of bracing methods.
- For Method GB, gypsum wallboard applied to framing supports that are spaced at 16 inches on center.
- The required lengths shall be doubled for gypsum board applied to only one face of a braced wall panel.
- Percentage shown represents the minimum amount of bracing required along the building length (or wall length if the structure has an irregular shape).
METHODS, MATERIAL | MINIMUM THICKNESS | FIGURE | CONNECTION CRITERIAa | |
Fasteners | Spacing | |||
LIBa Let-in-bracing | 1" × 4" wood or approved metal straps attached at 45° to 60° angles to studs at maximum of 16" o.c. | Table 2304.10.1 | Wood: per stud plus top and bottom plates | |
Metal strap: installed in accordance with manufacturer's recommendations | Metal strap: installed in accordance with manufacturer's recommendations | |||
DWB Diagonal wood boards | 3/4" thick (1" nominal) × 6" minimum width to studs at maximum of 24" o.c. | Table 2304.10.1 | Per stud | |
WSP Wood structural panel | 3/8" in accordance with Table 2308.6.3(2) or 2308.6.3(3) | Table 2304.10.1 | 6" edges 12" field | |
SFB Structural fiberboard sheathing | 1/2" in accordance with Table 2304.10.1 to studs at maximum 16" o.c. | Table 2304.10.1 | 3" edges 6" field | |
GB Gypsum board (Double sided) | 1/2" or 5/8" by a minimum of 4' wide to studs at maximum of 24" o.c. | Section 2506.2 for exterior and interior sheathing: 5d annual ringed cooler nails (15/8" × 0.086") or 11/4" screws (Type W or S) for 1/2" gypsum board or 15/8" screws (Type W or S) for 5/8" gypsum board | For all braced wall panel locations: 7" o.c. along panel edges (including top and bottom plates) and 7" o.c. in the field | |
PBSParticleboard sheathing | 3/8" or 1/2" in accordance with Table 2308.6.3(4) to studs at maximum of 16" o.c. | 6d common (2" long × 0.113" dia.) nails for 3/8" thick sheathing or 8d common (21/2" long × 0.131" dia.) nails for 1/2" thick sheathing | 3" edges 6" field | |
PCP Portland cement plaster | Section 2510 to studs at maximum of 16" o.c. | 11/2" long, 11 gage, 7/16" dia. head nails or 7/8" long, 16 gage staples | 6" o.c. on all framing members | |
HPS Hardboard panel siding | 7/16" in accordance with Table 2308.6.3(5) | Table 2304.10.1 | 4" edges 8" field | |
ABW Alternate braced wall | 3/8" | Figure 2308.6.5.1 and Section 2308.6.5.1 | Figure 2308.6.5.1 | |
PFH Portal frame with hold-downs | 3/8" | Figure 2308.6.5.2 and Section 2308.6.5.2 | Figure 2308.6.5.2 |
For SI: 1 foot = 304.8 mm, 1 degree = 0.01745 rad.
- Method LIB shall have gypsum board fastened to at least one side with nails or screws.
MINIMUM THICKNESSa (inch) | MINIMUM NUMBER OF PLIES | STUD SPACING (inches) Plywood siding applied directly to studs or over sheathing |
3/8 | 3 | 16b |
1/2 | 4 | 24 |
For SI: 1 inch = 25.4 mm.
- Thickness of grooved panels is measured at bottom of grooves.
- Spans are permitted to be 24 inches if plywood siding applied with face grain perpendicular to studs or over one of the following: (1) 1-inch board sheathing, (2) 7/16 -inch wood structural panel sheathing or (3) 3/8-inch wood structural panel sheathing with strength axis (which is the long direction of the panel unless otherwise marked) of sheathing perpendicular to studs.
MINIMUM THICKNESS (inch) | PANEL SPAN RATING | STUD SPACING (inches) | ||
Siding nailed to studs | Nailable sheathing | |||
Sheathing parallel to studs | Sheathing perpendicular to studs | |||
3/8,15/32,1/2 | 16/0, 20/0, 24/0, 32/16 Wall—24" o.c. | 24 | 16 | 24 |
7/16,15/32,1/2 | 24/0, 24/16, 32/16 Wall—24" o.c. | 24 | 24a | 24 |
For SI: 1 inch = 25.4 mm.
- Plywood shall consist of four or more plies.
- Blocking of horizontal joints shall not be required except as specified in Section 2308.6.4.
GRADE | THICKNESS (inch) | STUD SPACING (inches) | |
Siding nailed to studs | Sheathing under coverings specified in Section 2308.6.3 parallel or perpendicular to studs | ||
M-S "Exterior Glue" | 3/8 | 16 | — |
and M-2 "Exterior Glue" | 1/2 | 16 | 16 |
For SI: 1 inch = 25.4 mm.
SIDING | MINIMUM NOMINAL THICKNESS (inch) | 2 × 4 FRAMING MAXIMUM SPACING | NAIL SIZEa, b, d | NAIL SPACING | |
General | Bracing panelsc | ||||
1. Lap siding | |||||
Direct to studs | 3/8 | 16" o.c. | 8d | 16" o.c. | Not applicable |
Over sheathing | 3/8 | 16" o.c. | 10d | 16" o.c. | Not applicable |
2. Square edge panel siding | |||||
Direct to studs | 3/8 | 24" o.c. | 6d | 6" o.c. edges; 12" o.c. at intermediate supports | 4" o.c. edges; 8" o.c. at intermediate supports |
Over sheathing | 3/8 | 24" o.c. | 8d | 6" o.c. edges; 12" o.c. at intermediate supports | 4" o.c. edges; 8" o.c. at intermediate supports |
3. Shiplap edge panel siding | |||||
Direct to studs | 3/8 | 16" o.c. | 6d | 6" o.c. edges; 12" o.c. at intermediate supports | 4" o.c. edges; 8" o.c. at intermediate supports |
Over sheathing | 3/8 | 16" o.c. | 8d | 6" o.c. edges; 12" o.c. at intermediate supports | 4" o.c. edges; 8" o.c. at intermediate supports |
For SI: 1 inch = 25.4 mm.
- Nails shall be corrosion resistant.
Minimum acceptable nail dimensions:
Panel Siding (inch) Lap Siding (inch) Shank diameter 0.092 0.099 Head diameter 0.225 0.240 - Where used to comply with Section 2308.6.
- Nail length must accommodate the sheathing and penetrate framing 11/2 inches.
For Methods DWB, WSP, SFB, PBS, PCP and HPS, each panel must be not less than 48 inches (1219 mm) in length, covering three stud spaces where studs are spaced 16 inches (406 mm) on center and covering two stud spaces where studs are spaced 24 inches (610 mm) on center. Braced wall panels less than 48 inches (1219 mm) in length shall not contribute toward the amount of required bracing. Braced wall panels that are longer than the required length shall be credited for their actual length. For Method GB, each panel must be not less than 96 inches (2438 mm) in length where applied to one side of the studs or 48 inches (1219 mm) in length where applied to both sides.
Vertical joints of panel sheathing shall occur over studs and adjacent panel joints shall be nailed to common framing members. Horizontal joints shall occur over blocking or other framing equal in size to the studding except where waived by the installation requirements for the specific sheathing materials. Sole plates shall be nailed to the floor framing in accordance with Section 2308.6.7 and top plates shall be connected to the framing above in accordance with Section 2308.6.7.2. Where joists are perpendicular to braced wall lines above, blocking shall be provided under and in line with the braced wall panels.
Where the ABW is installed at the first story of two-story buildings, the wood structural panel sheathing shall be provided on both faces, three anchor bolts shall be placed at one-quarter points and tie-down device uplift capacity shall be not less than 3,000 pounds (13 344 N).
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
ALTERNATE BRACED WALL PANEL (ABW)
In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Figure 2308.6.5.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.6.5.2. A built-up header consisting of at least two 2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item 24 of Table 2304.10.1 shall be permitted to be used. A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the sheathing. One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance with Section 2308.3.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).
Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall also have a hold-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer's recommendations. The PFH panels shall be supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.
Where a PFH is installed at the first story of two-story buildings, each panel shall have a length of not less than 24 inches (610 mm).
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.
PORTAL FRAME WITH HOLD-DOWNS (PFH)
Where joists or rafters are used, braced wall line top plates shall be fastened over the full length of the braced wall line to joists, rafters, rim boards or full-depth blocking above in accordance with Table 2304.10.1, as applicable, based on the orientation of the joists or rafters to the braced wall line. Blocking shall be not less than 2 inches (51 mm) in nominal thickness and shall be fastened to the braced wall line top plate as specified in Table 2304.10.1. Notching or drilling of holes in blocking in accordance with the requirements of Section 2308.4.2.4 or 2308.7.4 shall be permitted.
At exterior gable end walls, braced wall panel sheathing in the top story shall be extended and fastened to the roof framing where the spacing between parallel exterior braced wall lines is greater than 50 feet (15 240 mm).
Where roof trusses are used and are installed perpendicular to an exterior braced wall line, lateral forces shall be transferred from the roof diaphragm to the braced wall over the full length of the braced wall line by blocking of the ends of the trusses or by other approved methods providing equivalent lateral force transfer. Blocking shall be not less than 2 inches (51 mm) in nominal thickness and equal to the depth of the truss at the wall line and shall be fastened to the braced wall line top plate as specified in Table 2304.10.1. Notching or drilling of holes in blocking in accordance with the requirements of Section 2308.4.2.4 or 2308.7.4 shall be permitted.
Exception: Where the roof sheathing is greater than 91/4 inches (235 mm) above the top plate, solid blocking is not required where the framing members are connected using one of the following methods:
- In accordance with Figure 2308.6.7.2(1).
- In accordance with Figure 2308.6.7.2(2).
- Full-height engineered blocking panels designed for values listed in AWC WFCM.
- A design in accordance with accepted engineering methods.
For SI: 1 foot = 304.8 mm.
BRACED WALL LINE TOP PLATE CONNECTION
For SI: 1 foot = 304.8 mm.
BRACED WALL PANEL TOP PLATE CONNECTION
Braced wall lines shall be supported by continuous foundations.
Exception: For structures with a maximum plan dimension not more than 50 feet (15 240 mm), continuous foundations are required at exterior walls only.
For structures in Seismic Design Categories D and E, exterior braced wall panels shall be in the same plane vertically with the foundation or the portion of the structure containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.1.1.
Exceptions:
Exterior braced wall panels shall be permitted to be located not more than 4 feet (1219 mm) from the foundation below where supported by a floor constructed in accordance with all of the following:
- 1.1. Cantilevers or setbacks shall not exceed four times the nominal depth of the floor joists.
- 1.2. Floor joists shall be 2 inches by 10 inches (51 mm by 254 mm) or larger and spaced not more than 16 inches (406 mm) on center.
- 1.3. The ratio of the back span to the cantilever shall be not less than 2 to 1.
- 1.4. Floor joists at ends of braced wall panels shall be doubled.
- 1.5. A continuous rim joist shall be connected to the ends of cantilevered joists. The rim joist is permitted to be spliced using a metal tie not less than 0.058 inch (1.47 mm) (16 galvanized gage) and 11/2 inches (38 mm) in width fastened with six 16d common nails on each side. The metal tie shall have a yield stress not less than 33,000 psi (227 MPa).
- 1.6. Joists at setbacks or the end of cantilevered joists shall not carry gravity loads from more than a single story having uniform wall and roof loads nor carry the reactions from headers having a span of 8 feet (2438 mm) or more.
- The end of a required braced wall panel shall be allowed to extend not more than 1 foot (305 mm) over an opening in the wall below. This requirement is applicable to braced wall panels offset in plane and braced wall panels offset out of plane as permitted by Exception 1. Braced wall panels are permitted to extend over an opening not more than 8 feet (2438 mm) in width where the header is a 4-inch by 12-inch (102 mm by 305 mm) or larger member.
In structures assigned to Seismic Design Categories D or E, floor and roof diaphragms shall be laterally supported by braced wall lines on all edges and connected in accordance with Section 2308.6.7 [see Figure 2308.6.8.2(1)].
Exception: Portions of roofs or floors that do not support braced wall panels above are permitted to extend up to 6 feet (1829 mm) beyond a braced wall line [see Figure 2308.6.8.2(2)] provided that the framing members are connected to the braced wall line below in accordance with Section 2308.6.7.
ROOF IN SDC D OR E NOT SUPPORTED ON ALL EDGES
For SI: 1 foot = 304.8 mm.
ROOF EXTENSION IN SDC D OR E BEYOND BRACED WALL LINE
In Seismic Design Categories B, C, D and E, where the height of a required braced wall panel extending from foundation to floor above varies more than 4 feet (1219 mm), the following construction shall be used:
- Where the bottom of the footing is stepped and the lowest floor framing rests directly on a sill bolted to the footings, the sill shall be anchored as required in Section 2308.3.
- Where the lowest floor framing rests directly on a sill bolted to a footing not less than 8 feet (2438 mm) in length along a line of bracing, the line shall be considered to be braced. The double plate of the cripple stud wall beyond the segment of footing extending to the lowest framed floor shall be spliced to the sill plate with metal ties, one on each side of the sill and plate. The metal ties shall be not less than 0.058 inch [1.47 mm (16 galvanized gage)] by 11/2 inches (38 mm) in width by 48 inches (1219 mm) with eight 16d common nails on each side of the splice location (see Figure 2308.6.8.3). The metal tie shall have a yield stress not less than 33,000 pounds per square inch (psi) (227 MPa).
- Where cripple walls occur between the top of the footing and the lowest floor framing, the bracing requirements for a story shall apply.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
STEPPED FOOTING CONNECTION DETAILS
In Seismic Design Categories B and C, concrete or masonry walls and stone or masonry veneer shall not extend above a basement.
Exceptions:
- In structures assigned to Seismic Design Category B, stone and masonry veneer is permitted to be used in the first two stories above grade plane or the first three stories above grade plane where the lowest story has concrete or masonry walls, provided that wood structural panel wall bracing is used and the length of bracing provided is one and one-half times the required length specified in Table 2308.6.1.
- Stone and masonry veneer is permitted to be used in the first story above grade plane or the first two stories above grade plane where the lowest story has concrete or masonry walls.
Stone and masonry veneer is permitted to be used in both stories of buildings with two stories above grade plane, provided the following criteria are met:
- 3.1. Type of brace in accordance with Section 2308.6.1 shall be WSP and the allowable shear capacity in accordance with Section 2306.3 shall be not less than 350 plf (5108 N/m).
- 3.2. Braced wall panels in the second story shall be located in accordance with Section 2308.6.1 and not more than 25 feet (7620 mm) on center, and the total length of braced wall panels shall be not less than 25 percent of the braced wall line length. Braced wall panels in the first story shall be located in accordance with Section 2308.6.1 and not more than 25 feet (7620 mm) on center, and the total length of braced wall panels shall be not less than 45 percent of the braced wall line length.
- 3.3. Hold-down connectors with an allowable capacity of 2,000 pounds (8896 N) shall be provided at the ends of each braced wall panel for the second story to the first story connection. Hold-down connectors with an allowable capacity of 3,900 pounds (17 347 N) shall be provided at the ends of each braced wall panel for the first story to the foundation connection. In all cases, the hold-down connector force shall be transferred to the foundation.
- 3.4. Cripple walls shall not be permitted.
In Seismic Design Categories D and E, concrete or masonry walls and stone or masonry veneer shall not extend above a basement.
Exception: In structures assigned to Seismic Design Category D, stone and masonry veneer is permitted to be used in the first story above grade plane, provided the following criteria are met:
- Type of brace in accordance with Section 2308.6.1 shall be WSP and the allowable shear capacity in accordance with Section 2306.3 shall be not less than 350 plf (5108 N/m).
- The braced wall panels in the first story shall be located at each end of the braced wall line and not more than 25 feet (7620 mm) on center, and the total length of braced wall panels shall be not less than 45 percent of the braced wall line length.
- Hold-down connectors shall be provided at the ends of braced walls for the first floor to foundation with an allowable capacity of 2,100 pounds (9341 N).
- Cripple walls shall not be permitted.
Spans for ceiling joists shall be in accordance with Table 2308.7.1(1) or 2308.7.1(2). For other grades and species, and other loading conditions, refer to the AWC STJR.
CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable Attics Without Storage, Live Load = 10 psf, L/Δ = 240)
CEILING JOIST SPACING (inches) | SPECIES AND GRADE | DEAD LOAD = 5 psf | ||||
2 × 4 | 2 × 6 | 2 × 8 | 2 × 10 | |||
Maximum ceiling joist spans | ||||||
(ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | |||
12 | Douglas Fir-Larch | SS | 13-2 | 20-8 | Note a | Note a |
Douglas Fir-Larch | #1 | 12-8 | 19-11 | Note a | Note a | |
Douglas Fir-Larch | #2 | 12-5 | 19-6 | 25-8 | Note a | |
Douglas Fir-Larch | #3 | 10-10 | 15-10 | 20-1 | 24-6 | |
Hem-Fir | SS | 12-5 | 19-6 | 25-8 | Note a | |
Hem-Fir | #1 | 12-2 | 19-1 | 25-2 | Note a | |
Hem-Fir | #2 | 11-7 | 18-2 | 24-0 | Note a | |
Hem-Fir | #3 | 10-10 | 15-10 | 20-1 | 24-6 | |
Southern Pine | SS | 12-11 | 20-3 | Note a | Note a | |
Southern Pine | #1 | 12-5 | 19-6 | 25-8 | Note a | |
Southern Pine | #2 | 11-10 | 18-8 | 24-7 | Note a | |
Southern Pine | #3 | 10-1 | 14-11 | 18-9 | 22-9 | |
Spruce-Pine-Fir | SS | 12-2 | 19-1 | 25-2 | Note a | |
Spruce-Pine-Fir | #1 | 11-10 | 18-8 | 24-7 | Note a | |
Spruce-Pine-Fir | #2 | 11-10 | 18-8 | 24-7 | Note a | |
Spruce-Pine-Fir | #3 | 10-10 | 15-10 | 20-1 | 24-6 | |
16 | Douglas Fir-Larch | SS | 11-11 | 18-9 | 24-8 | Note a |
Douglas Fir-Larch | #1 | 11-6 | 18-1 | 23-10 | Note a | |
Douglas Fir-Larch | #2 | 11-3 | 17-8 | 23-0 | Note a | |
Douglas Fir-Larch | #3 | 9-5 | 13-9 | 17-5 | 21-3 | |
Hem-Fir | SS | 11-3 | 17-8 | 23-4 | Note a | |
Hem-Fir | #1 | 11-0 | 17-4 | 22-10 | Note a | |
Hem-Fir | #2 | 10-6 | 16-6 | 21-9 | Note a | |
Hem-Fir | #3 | 9-5 | 13-9 | 17-5 | 21-3 | |
Southern Pine | SS | 11-9 | 18-5 | 24-3 | Note a | |
Southern Pine | #1 | 11-3 | 17-8 | 23-4 | Note a | |
Southern Pine | #2 | 10-9 | 16-11 | 21-7 | 25-7 | |
Southern Pine | #3 | 8-9 | 12-11 | 16-3 | 19-9 | |
Spruce-Pine-Fir | SS | 11-0 | 17-4 | 22-10 | Note a | |
Spruce-Pine-Fir | #1 | 10-9 | 16-11 | 22-4 | Note a | |
Spruce-Pine-Fir | #2 | 10-9 | 16-11 | 22-4 | Note a | |
Spruce-Pine-Fir | #3 | 9-5 | 13-9 | 17-5 | 21-3 | |
19.2 | Douglas Fir-Larch | SS | 11-3 | 17-8 | 23-3 | Note a |
Douglas Fir-Larch | #1 | 10-10 | 17-0 | 22-5 | Note a | |
Douglas Fir-Larch | #2 | 10-7 | 16-7 | 21-0 | 25-8 | |
Douglas Fir-Larch | #3 | 8-7 | 12-6 | 15-10 | 19-5 | |
Hem-Fir | SS | 10-7 | 16-8 | 21-11 | Note a | |
Hem-Fir | #1 | 10-4 | 16-4 | 21-6 | Note a | |
Hem-Fir | #2 | 9-11 | 15-7 | 20-6 | 25-3 | |
Hem-Fir | #3 | 8-7 | 12-6 | 15-10 | 19-5 | |
Southern Pine | SS | 11-0 | 17-4 | 22-10 | Note a | |
Southern Pine | #1 | 10-7 | 16-8 | 22-0 | Note a | |
Southern Pine | #2 | 10-2 | 15-7 | 19-8 | 23-5 | |
Southern Pine | #3 | 8-0 | 11-9 | 14-10 | 18-0 | |
Spruce-Pine-Fir | SS | 10-4 | 16-4 | 21-6 | Note a | |
Spruce-Pine-Fir | #1 | 10-2 | 15-11 | 21-0 | 25-8 | |
Spruce-Pine-Fir | #2 | 10-2 | 15-11 | 21-0 | 25-8 | |
Spruce-Pine-Fir | #3 | 8-7 | 12-6 | 15-10 | 19-5 | |
24 | Douglas Fir-Larch | SS | 10-5 | 16-4 | 21-7 | Note a |
Douglas Fir-Larch | #1 | 10-0 | 15-9 | 20-1 | 24-6 | |
Douglas Fir-Larch | #2 | 9-10 | 14-10 | 18-9 | 22-11 | |
Douglas Fir-Larch | #3 | 7-8 | 11-2 | 14-2 | 17-4 | |
Hem-Fir | SS | 9-10 | 15-6 | 20-5 | Note a | |
Hem-Fir | #1 | 9-8 | 15-2 | 19-7 | 23-11 | |
Hem-Fir | #2 | 9-2 | 14-5 | 18-6 | 22-7 | |
Hem-Fir | #3 | 7-8 | 11-2 | 14-2 | 17-4 | |
Southern Pine | SS | 10-3 | 16-1 | 21-2 | Note a | |
Southern Pine | #1 | 9-10 | 15-6 | 20-5 | 24-0 | |
Southern Pine | #2 | 9-3 | 13-11 | 17-7 | 20-11 | |
Southern Pine | #3 | 7-2 | 10-6 | 13-3 | 16-1 | |
Spruce-Pine-Fir | SS | 9-8 | 15-2 | 19-11 | 25-5 | |
Spruce-Pine-Fir | #1 | 9-5 | 14-9 | 18-9 | 22-11 | |
Spruce-Pine-Fir | #2 | 9-5 | 14-9 | 18-9 | 22-11 | |
Spruce-Pine-Fir | #3 | 7-8 | 11-2 | 14-2 | 17-4 |
Check sources for availability of lumber in lengths greater than 20 feet.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
- Span exceeds 26 feet in length.
CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable Attics With Limited Storage, Live Load = 20 psf, L/Δ = 240)
CEILING JOIST SPACING (inches) | SPECIES AND GRADE | DEAD LOAD = 10 psf | ||||
2 × 4 | 2 × 6 | 2 × 8 | 2 × 10 | |||
Maximum ceiling joist spans | ||||||
(ft. - in.) | (ft. - in.) | (ft. - in.) | (ft. - in.) | |||
12 | Douglas Fir-Larch | SS | 10-5 | 16-4 | 21-7 | Note a |
Douglas Fir-Larch | #1 | 10-0 | 15-9 | 20-1 | 24-6 | |
Douglas Fir-Larch | #2 | 9-10 | 14-10 | 18-9 | 22-11 | |
Douglas Fir-Larch | #3 | 7-8 | 11-2 | 14-2 | 17-4 | |
Hem-Fir | SS | 9-10 | 15-6 | 20-5 | Note a | |
Hem-Fir | #1 | 9-8 | 15-2 | 19-7 | 23-11 | |
Hem-Fir | #2 | 9-2 | 14-5 | 18-6 | 22-7 | |
Hem-Fir | #3 | 7-8 | 11-2 | 14-2 | 17-4 | |
Southern Pine | SS | 10-3 | 16-1 | 21-2 | Note a | |
Southern Pine | #1 | 9-10 | 15-6 | 20-5 | 24-0 | |
Southern Pine | #2 | 9-3 | 13-11 | 17-7 | 20-11 | |
Southern Pine | #3 | 7-2 | 10-6 | 13-3 | 16-1 | |
Spruce-Pine-Fir | SS | 9-8 | 15-2 | 19-11 | 25-5 | |
Spruce-Pine-Fir | #1 | 9-5 | 14-9 | 18-9 | 22-11 | |
Spruce-Pine-Fir | #2 | 9-5 | 14-9 | 18-9 | 22-11 | |
Spruce-Pine-Fir | #3 | 7-8 | 11-2 | 14-2 | 17-4 | |
16 | Douglas Fir-Larch | SS | 9-6 | 14-11 | 19-7 | 25-0 |
Douglas Fir-Larch | #1 | 9-1 | 13-9 | 17-5 | 21-3 | |
Douglas Fir-Larch | #2 | 8-9 | 12-10 | 16-3 | 19-10 | |
Douglas Fir-Larch | #3 | 6-8 | 9-8 | 12-4 | 15-0 | |
Hem-Fir | SS | 8-11 | 14-1 | 18-6 | 23-8 | |
Hem-Fir | #1 | 8-9 | 13-5 | 16-10 | 20-8 | |
Hem-Fir | #2 | 8-4 | 12-8 | 16-0 | 19-7 | |
Hem-Fir | #3 | 6-8 | 9-8 | 12-4 | 15-0 | |
Southern Pine | SS | 9-4 | 14-7 | 19-3 | 24-7 | |
Southern Pine | #1 | 8-11 | 14-0 | 17-9 | 20-9 | |
Southern Pine | #2 | 8-0 | 12-0 | 15-3 | 18-1 | |
Southern Pine | #3 | 6-2 | 9-2 | 11-6 | 14-0 | |
Spruce-Pine-Fir | SS | 8-9 | 13-9 | 18-1 | 23-1 | |
Spruce-Pine-Fir | #1 | 8-7 | 12-10 | 16-3 | 19-10 | |
Spruce-Pine-Fir | #2 | 8-7 | 12-10 | 16-3 | 19-10 | |
Spruce-Pine-Fir | #3 | 6-8 | 9-8 | 12-4 | 15-0 | |
19.2 | Douglas Fir-Larch | SS | 8-11 | 14-0 | 18-5 | 23-4 |
Douglas Fir-Larch | #1 | 8-7 | 12-6 | 15-10 | 19-5 | |
Douglas Fir-Larch | #2 | 8-0 | 11-9 | 14-10 | 18-2 | |
Douglas Fir-Larch | #3 | 6-1 | 8-10 | 11-3 | 13-8 | |
Hem-Fir | SS | 8-5 | 13-3 | 17-5 | 22-3 | |
Hem-Fir | #1 | 8-3 | 12-3 | 15-6 | 18-11 | |
Hem-Fir | #2 | 7-10 | 11-7 | 14-8 | 17-10 | |
Hem-Fir | #3 | 6-1 | 8-10 | 11-3 | 13-8 | |
Southern Pine | SS | 8-9 | 13-9 | 18-2 | 23-1 | |
Southern Pine | #1 | 8-5 | 12-9 | 16-2 | 18-11 | |
Southern Pine | #2 | 7-4 | 11-0 | 13-11 | 16-6 | |
Southern Pine | #3 | 5-8 | 8-4 | 10-6 | 12-9 | |
Spruce-Pine-Fir | SS | 8-3 | 12-11 | 17-1 | 21-8 | |
Spruce-Pine-Fir | #1 | 8-0 | 11-9 | 14-10 | 18-2 | |
Spruce-Pine-Fir | #2 | 8-0 | 11-9 | 14-10 | 18-2 | |
Spruce-Pine-Fir | #3 | 6-1 | 8-10 | 11-3 | 13-8 | |
24 | Douglas Fir-Larch | SS | 8-3 | 13-0 | 17-1 | 20-11 |
Douglas Fir-Larch | #1 | 7-8 | 11-2 |