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// CODE SNIPPET

Section 2306 Allowable Stress Design

Building Code 2015 of Utah > 23 Wood > 2306 Allowable Stress Design
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2306.1 Allowable Stress Design

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

2306.1.1 Joists and Rafters

The design of rafter spans is permitted to be in accordance with the AWC STJR.

2306.1.2 Plank and Beam Flooring

The design of plank and beam flooring is permitted to be in accordance with the AWC Wood Construction Data No. 4.

2306.1.3 Treated Wood Stress Adjustments

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.

2306.1.4 Lumber Decking

The capacity of lumber decking arranged according to the patterns described in Section 2304.9.2 shall be the lesser of the capacities determined for flexure and deflection according to the formulas in Table 2306.1.4.

TABLE 2306.1.4 ALLOWABLE LOADS FOR LUMBER DECKING

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

For SI: 1 inch = 25.4 mm.
a. σb = Allowable total uniform load limited by bending.
σΔ= Allowable total uniform load limited by deflection.
b. d = Actual decking thickness.
l = Span of decking.
Fb'= Allowable bending stress adjusted by applicable factors.
E'= Modulus of elasticity adjusted by applicable factors.

2306.1.5 Load duration factors

AMENDMENT
This section has been amended at the state or city level. Amendments are shown in green text.
The allowable stress increase of 1.15 for snow load, shown in Table 2.3.2, Frequently Used Load Duration Factors, Cd, of the National Design Specifications, shall not be utilized at elevations above 5,000 feet (1,524 M).

2306.2 Wood-Frame Diaphragms

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.

TABLE 2306.2(1) 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


(continued)

TABLE 2306.2(1)‒continued 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


For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
a. 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.
b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
d. 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.
e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
f. 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.


TABLE 2306.2(2) 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.
a. 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.
b. 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.
c. Panels conforming to PS 1 or PS 2.
d. 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.
e. 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.
f. 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.
g. High-load diaphragms shall be subject to special inspection in accordance with Section 1705.5.1.
h. 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.


(continued)

TABLE 2306.2(2)‒continued 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 PINE FOR WIND OR SEISMIC LOADING

2306.2.1 Gypsum Board Diaphragm Ceilings

Gypsum board diaphragm ceilings shall be in accordance with Section 2508.5.

2306.3 Wood-Frame Shear Walls

Wood-frame shear walls 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 2306.3(1), 2306.3(2) or 2306.3(3) shall be permitted. The allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210 shall be permitted to use design values for Plywood Siding in the AWC SDPWS.

TABLE 2306.3(1) ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS UTILIZING STAPLES WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb, f, g, i

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 SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
  1. 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.
  2. 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. 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.
  4. Framing at adjoining panel edges shall be 3 inches nominal or wider.
  5. Values apply to all-veneer plywood. Thickness at point of fastening on panel edges governs shear values.
  6. Where panels are applied on both faces of a wall and fastener spacing is less than 6 inches on center 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.
  7. 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 be not 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.
  8. 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.
  9. 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.

TABLE 2306.3(2) ALLOWABLE SHEAR VALUES (plf) FOR WIND OR SEISMIC LOADING ON SHEAR WALLS OF FIBERBOARD SHEATHING BOARD CONSTRUCTION UTILIZING STAPLES FOR TYPE V CONSTRUCTION ONLYa, b, c, d, e

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

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
  1. Fiberboard sheathing shall not be used to brace concrete or masonry walls.
  2. 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.
  3. Values shown are for fiberboard sheathing on one side only with long panel dimension either parallel or perpendicular to studs.
  4. Fastener shall be spaced 6 inches on center along intermediate framing members.
  5. Values are not permitted in Seismic Design Category D, E or F.
  6. Staple length shall be not less than 11/2 inches for 25/32-inch sheathing or 11/4 inches for 1/2-inch sheathing.


TABLE 2306.3(3) ALLOWABLE SHEAR VALUES FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH AND PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES UTILIZING STAPLES

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,15/8" 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" long
No. 15 gage galv. staple, 21/4" long

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per foot = 14.5939 N/m.
  1. These shear walls shall not be used to resist loads imposed by masonry or concrete walls (see 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.
  2. Applies to fastening at studs, top and bottom plates and blocking.
  3. Except as noted, shear values are based on a maximum framing spacing of 16 inches on center.
  4. Maximum framing spacing of 24 inches on center.
  5. All edges are blocked, and edge fastening is provided at all supports and all panel edges.
  6. 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.
  7. 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.
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