101256503
2001 EDITION
ANSI/AF&PA WFCM-2001
(New Standard)
Approval Date: October 11, 2001
WFCM
WOOD FRAME CONSTRUCTION MANUAL
FOR ONE- AND TWO-FAMILY DWELLINGS
American
Forest &
Paper
Association
American Wood Council
101256503
2001 EDITION
ANSI/AF&PA WFCM-2001
(New Standard)
Approval Date: October 11, 2001
WFCM
WOOD
FRAME
CONSTRUCTION
MANUAL
FOR ONE- AND TWO-FAMILY DWELLINGS
Copyright © 2001
American Forest & Paper Association, Inc.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
Foreword
The Wood Frame Construction Manual for Oneand Two-Family Dwellings (WFCM) provides
engineered and prescriptive design requirements for
wood frame construction used in one- and twofamily dwellings. The provisions of the WFCM are
based on dead, live, snow, seismic and wind loads
derived from provisions of the 2000 International
Building Code. In general, the framing systems
described in the WFCM utilize repetitive member
wood assemblies.
The WFCM includes general information on loads
and resistances. The limitations of applicability are
provided in Chapter 1 and apply to both Chapters 2
and 3. Chapter 2 provides minimum loads for
buildings within the scope of this document for the
purpose of establishing specific resistance
requirements. Note that Chapter 2 also contains
some necessary construction details. These details
have been derived from typical code provisions and
are included in Chapter 2 for the convenience of the
designer. Chapter 3 provides several prescriptive
solutions derived from Chapter 2 load
requirements. Therefore, it is perfectly acceptable
to use Chapter 3 provisions for parts of a design
and Chapter 2 for other parts.
The user should be aware that tables often include
condensed information that covers more than one
design condition. In keeping with good engineering
practice, this results in tables that are based on the
worst case. For specific design cases, the user may
find advantages to computing design requirements
directly from 2000 IBC load requirements using the
actual building geometry. This will usually result in
some added economy in design.
In developing the provisions of the WFCM, the
most reliable data available from laboratory tests
and experience with structures in-service have been
carefully analyzed and evaluated for the purpose of
providing a consistent standard of practice. It is
intended that this document be used in conjunction
with competent engineering design, accurate
fabrication, and adequate supervision of
construction. Therefore, AF&PA does not assume
any responsibility for error or omissions in the
WFCM nor for engineering designs or plans
prepared from it.
AMERICAN FOREST & PAPER ASSOCIATION
American Forest & Paper Association
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table of Contents
Chapter/Title
1
Page
General Information ................................................. 1
1.1 Scope
1.2 Materials Standards
1.3 Definitions
1.4 Symbols
List of Figures
2
Engineered Design ................................................. 15
2.1 General Provisions
2.2 Connections
2.3 Floor Systems
2.4 Wall Systems
2.5 Roof Systems
List of Figures
List of Tables
3
Prescriptive Design
.....................................
105
3.1 General Provisions
3.2 Connections
3.3 Floor Systems
3.4 Wall Systems
3.5 Roof Systems
List of Figures
List of Tables
Appendix A: List of Exposure C Wind Load
Tables
Supplement
..........................................................................
251
Commentary .................................321
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
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IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
1
1
GENERAL
INFORMATION
1.1
Scope
3
1.2
Materials Standards
4
1.3
Definitions
6
1.4
Symbols
9
List of Figures
11
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
2
GENERAL INFORMATION
Wood Frame Construction Manual
Applicability Limitations
Attribute
Reference
Section
Figures
33'
1.1.3.1a
1.1
3
1.1.3.1a
-
Limitation
BUILDING DIMENSIONS
Mean Roof Height (MRH)
Number of Stories
Building Aspect Ratio
minimum
maximum
1:4
4:1
1.1.3.1b
-
FLOOR SYSTEMS
Vertical Floor Offset 1
df
1.1.3.2a
1.2
Floor Diaphragm Aspect Ratio
4:1
1.1.3.2b
1.3
Lesser of 12' or 50% of
Building Dimension
1.1.3.2c
1.4
Floor Diaphragm Openings
WALL SYSTEMS
Shearwall Line Offset 1
4'
1.1.3.3a
1.5
Shearwall Story Offset 1
d
1.1.3.3b
1.6
3½:1
1.1.3.3c
1.7
4:1
1.1.3.4a
1.3
Flat - 12:12
1.1.3.4b
-
Shearwall Segment Aspect Ratio
ROOF SYSTEMS
Roof Diaphragm Aspect Ratio
Roof Slope
1
See exceptions.
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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WOOD FRAME CONSTRUCTION MANUAL
3
1.1 Scope
1
1.1.3 Applicability
This Manual provides engineered (Chapter 2) and
prescriptive (Chapter 3) design requirements for woodframe construction used in one- and two-family dwellings.
In lieu of these provisions, or where these provisions are
not applicable, accepted engineering methods and practices in accordance with the governing building code shall
be used. Structural elements that meet the applicability
provisions of 1.1.3, but are not within the limits of the
design provisions of this Manual shall be designed in accordance with the governing building code.
Wood-frame buildings built in accordance with this
document shall be limited to all of the following conditions. Conditions not complying with this section shall be
designed in accordance with accepted engineering practice.
1.1.2 Design Loads
Structural systems in this Manual have been sized
using design load provisions of the 2000 International
Building Code (IBC). The tabulated engineered design
and prescriptive design provisions in Chapters 2 and 3 are
applicable where any of the following loads exist:
0-70 psf ground snow load
85-150 mph wind speed (3 second gust)
Seismic Design Categories A-D
1.1.3.1 Building Dimensions
a. Mean Roof Height The building shall not exceed
three stories nor a mean roof height of 33 feet, measured
from average grade to average roof elevation (see Figure
1.1).
b. Aspect Ratio The building aspect ratio (L/W) shall
not be less than 1:4 nor greater than 4:1.
c. Building Dimension The building dimension,
length (L) or width (W), shall not be greater than 80 feet.
d. Story Height The maximum story height shall not
be greater than 12 feet for engineered design using the
provisions of Chapter 2, and shall not be greater than 10
feet for prescriptive design using the provisions of Chapter 3.
GENERAL INFORMATION
1.1.1 General
1.1.3.2 Floor Systems
EXCEPTION: For wind design in Chapter 3,
the IBC requirement for checking the Main Wind
Force Resisting System with a minimum 10 psf
lateral load on the vertical projected area of the
building has not been tabulated. Where required
by the building code, shearwall and diaphragm
designs shall not be less than tabulated requirements for 100 mph wind speeds.
1.1.2.1 Wind Exposure and Mean Roof Height
Tabulated wind requirements are based on wind exposure category B and a mean roof height of 33 feet. For
buildings sited in exposure category C or D, tabulated
values shall be adjusted in accordance with specific footnotes and the table below.
Table 1.1
Mean Roof Height
(feet)
0-15
20
25
30
33
Exposure
C
1.18
1.25
1.31
1.36
1.39
Exposure
D
1.43
1.50
1.56
1.61
1.64
a. Vertical Floor Offsets Vertical floor offsets shall
be limited to the floor depth, df (including floor framing
members and floor sheathing), and the floor framing members on each side of the offset shall be lapped or tied
together to provide a direct tension tie across the offset,
and to transfer diaphragm shear in both orthogonal directions (see Figure 1.2).
EXCEPTION: When floor offsets are not tied
together, the structure shall be considered as separate structures attached in the plane of the offset
with connections in accordance with 2.1.2.
b. Diaphragm Aspect Ratio Floor diaphragm aspect ratios shall not exceed 4:1 (see Figure 1.3).
c. Diaphragm Openings Floor diaphragm openings
shall not exceed the lesser of 12 feet or 50% of the building dimension (see Figure 1.4).
1.1.3.3 Wall Systems
a. Shearwall Line Offsets Offsets in a shearwall line
within a story shall not exceed 4 feet (see Figure 1.5).
EXCEPTION: When shearwalls are discontinuous or shearwall line offsets exceed these limits,
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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4
GENERAL INFORMATION
continuity of the shearwall and diaphragm load
path to the resisting elements shall be designed
and detailed in accordance with the governing
building code.
b. Shearwall Story Offsets Upper story shearwall
segments shall not be offset from lower story shearwall
segments by more than the depth, d, of the floor framing
members (see Figure 1.6).
EXCEPTION: Shearwall segments shall be permitted to be offset from the story below when
continuity of the load path to the resisting elements is designed and detailed in accordance with
the governing building code.
c. Shearwall Segment Aspect Ratio Shearwall segment aspect ratios shall not exceed 3½:1 (see Figure 1.7).
d. Shearwall Orientation Shearwall lines shall be
oriented to resist loads in two orthogonal directions.
b. Roof Slope The roof slope shall not be greater
than 12:12.
1.1.4 Foundation Provisions
The foundation provisions specified in this document
are limited to the attachment of the building to the foundation. An adequate foundation system shall be provided
to resist all required loads. Engineered and prescriptive
design of the foundation for gravity, lateral, and uplift
loads, including uplift and holddown anchorage, shall be
provided in accordance with the governing building code.
1.1.5 Protection of Openings
The tabulated wind requirements in this document are
based on fully enclosed buildings where openings are designed for the appropriate wind loads and protection, where
required by the governing building code, is provided to
maintain the building envelope.
1.1.3.4 Roof Systems
a. Diaphragm Aspect Ratio Roof diaphragm aspect ratios shall not exceed 4:1 (see Figure 1.3).
1.2 Materials Standards
The provisions of this standard are not intended to
prevent the use of any material or method of construction
not specifically prescribed herein. When it can be shown,
and the authority having jurisdiction finds by experience,
modeling, or testing by an approved agency, that a product or procedure provides equivalent or greater structural
safety or durability, such product or procedure shall be
deemed to conform to the requirements of this document.
equivalent. The grademark shall include an easily distinguishable mark or insignia of the grading agency which
complies with the requirements of U.S. Department of
Commerce PS20-99.
1.2.1.2 Glued Laminated Timbers
Glued laminated timbers shall meet the provisions of
ANSI/AITC A190.1 Structural Glued Laminated Timbers.
1.2.1 Identification
1.2.1.3 Prefabricated Wood I-Joists
All solid-sawn lumber, glued laminated timber, prefabricated wood I-joists, structural composite lumber,
prefabricated wood trusses, gypsum, hardboard, and structural panels, shall conform to the applicable standards or
grading rules specified in 1.2.1.1 through 1.2.1.8.
Assemblies using prefabricated wood I-joists shall
meet the provisions of ASTM D5055 Standard Specification for Establishing and Monitoring Structural Capacities
of Prefabricated Wood I-Joists, this Manual, the governing building code, and any additional requirements as set
forth in the manufacturer’s code evaluation report.
1.2.1.1 Lumber
1.2.1.4 Structural Composite Lumber
All wood members used for load-bearing purposes,
including end-jointed and edge-glued lumber, shall be identified by the grademark of a lumber grading or inspection
agency which participates in an accreditation program,
such as the American Lumber Standards Committee or
Single members or assemblies using structural composite lumber shall meet the provisions of ASTM D5456
Standard Specification for Evaluation of Structural Composite Lumber Products, this Manual, the governing
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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WOOD FRAME CONSTRUCTION MANUAL
5
building code, and any additional requirements as set forth
in the manufacturer’s code evaluation report.
and any additional requirements as set forth in applicable
code evaluation reports.
1.2.1.5 Prefabricated Wood Trusses
1.2.2 Fasteners and Connectors
All fasteners and connectors shall conform to the standards specified in 1.2.2.1 through 1.2.2.7.
1.2.2.1 Bolts
Bolts shall comply with ANSI/ASME B18.2.1 Square
and Hex Bolts and Screws (Inch Series).
1.2.1.6 Gypsum
Gypsum material used in a structural application shall
meet the provisions of ASTM C36 Specification for Gypsum Wallboard, ASTM C37 Specification for Gypsum
Lath, or ASTM C79 Specification for Gypsum Sheathing
Board.
1.2.2.2 Lag Screws
Lag screws or lag bolts shall comply with ANSI/
ASME B18.2.1 Square and Hex Bolts and Screws (Inch
Series).
GENERAL INFORMATION
Assemblies using prefabricated wood trusses shall
meet the provisions of this Manual, the governing building code, and any additional requirements as set forth in
ANSI/TPI 1 National Design Standard for Metal Plate
Connected Wood Truss Construction, the truss design
drawings, or the manufacturer’s code evaluation report.
1
1.2.2.3 Truss Metal Connector Plates
1.2.1.7 Hardboard
Hardboard used in a structural application shall meet
the provisions of ANSI/AHA A135.4 Basic Hardboard
or ANSI/AHA A135.6 Hardboard Siding.
Truss metal connector plates shall meet the requirements of ANSI/TPI 1 National Design Standard for Metal
Plate Connected Wood Truss Construction, the governing
building code, and any additional requirements as set forth
in the manufacturer’s code evaluation reports.
1.2.1.8 Structural Panels
1.2.1.8.1 Plywood Plywood used in structural applications shall meet the provisions of U.S. Department of
Commerce Voluntary Product Standard 1 (PS1) Construction and Industrial Plywood, U.S. Department of
Commerce Voluntary Product Standard 2 (PS2) Performance Standard for Wood-Based Structural-Use Panels,
or applicable code evaluation reports.
1.2.1.8.2 Oriented-Strand Board (OSB), Waferboard
Oriented-strand board or waferboard used in structural
applications shall meet the provisions of U.S. Department
of Commerce Voluntary Product Standard 2 (PS2) Performance Standard for Wood-Based Structural-Use Panels
or applicable code evaluation reports.
1.2.1.8.3 Particleboard Particleboard used in structural applications shall conform to ANSI A208.1 and any
additional requirements as set forth in the manufacturer’s
code evaluation report.
1.2.1.8.4 Fiberboard Fiberboard used in structural
applications shall meet the provisions of ANSI/AHA
A194.1 Cellulosic Fiberboard or ASTM C208 Standard
Specification for Cellulosic Fiber Insulating Board.
1.2.1.8.5 Structural Panel Siding Structural panel
siding used in structural applications shall meet the requirements of U.S. Department of Commerce Voluntary
Product Standard 1 (PS-1), the governing building code,
1.2.2.4 Metal Connectors
Where metal plate or strapping size and gage are specified, minimum ASTM A653, Structural Quality, Grade
33 steel shall be used. Other metal connectors shall meet
the requirements of the governing building code and any
additional requirements as set forth in the manufacturer’s
code evaluation reports.
1.2.2.5 Nails
Nails shall comply with ASTM F1667 Standard Specification for Driven Fasteners: Nails, Spikes, and Staples.
1.2.2.6 Pneumatic Nails and Staples
Pneumatic nails and staples shall meet the requirements of the governing building code and any additional
requirements as set forth in the manufacturer’s code evaluation reports.
1.2.2.7 Screws
Screws shall comply with ANSI/ASME B18.6.1 Wood
Screws (Inch Series).
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GENERAL INFORMATION
1.3 Definitions
Apparent Rigidity A structural element’s resistance to
deflection from bending, shear and/or slip.
Approved Acceptable to the building official. (IBC definition)
Aspect Ratio The ratio of maximum building length dimension to minimum building length dimension.
Attic, Uninhabitable Without Storage The enclosed
space between the ceiling joists of the top floor and the
roof rafters or the space between roof truss bottom and
top chords not intended for occupancy or storage and capable of resisting a minimum live load of 10 psf.
Attic, Uninhabitable With Limited Storage The enclosed
space between the ceiling joists of the top floor and the
roof rafters or the space between roof truss bottom and top
chords not intended for occupancy but for limited storage
and capable of resisting a minimum live load of 20 psf.
Average Grade The average elevation of the finished
ground level adjoining the building at all exterior walls.
Blocking Wood member which provides edge support
for sheathing.
Bottom Plate A horizontal wood member attached to the
bottom of a frame wall and connected to floor joists, girders, or other members.
Bridging Cross bracing or a wood member placed between joists to provide lateral support.
Building Endwall Width The dimension of the building
parallel to roof framing members and perpendicular to the
roof ridge.
Building Sidewall Length The dimension of the building perpendicular to roof framing members and parallel
to the roof ridge.
Cantilever The unsupported portion of a beam which
extends beyond a support.
Ceiling Assembly All structural members and attachments that form a ceiling.
Ceiling Joist A horizontal structural framing member
which supports ceiling and/or attic loads.
Cladding Exterior structural elements that receive loads
normal to their surface.
Collar Tie A structural framing member located in the
upper third of the attic space that ties rafters together to
resist roof suction loads at the ridge.
Components & Cladding Elements that are either directly loaded by the wind or receive wind loads originating
at relatively close locations and that transfer these loads
to the main wind force resisting system.
Continuous Load Path The interconnection of framing
elements of the lateral and vertical force resisting systems,
which transfers lateral and vertical forces to the foundation.
Continuous Span The span made by a structural member between three or more supports.
Cripple Wall A framed wood stud wall extending from
the top of the foundation to the underside of the floor framing for the lowest occupied floor level.
Diaphragm A horizontal or nearly horizontal system acting to transmit lateral forces to the vertical resisting
elements.
Diaphragm Chord A diaphragm boundary element perpendicular to the applied lateral load that is assumed to be
places in tension or compression due to the diaphragm
moment in a manner similar to the flanges of a beam. The
wall double top plate often serves as the diaphragm chord,
with splices offset to provide a continuity.
Drag Strut A diaphragm or shearwall boundary element
parallel to the applied load that collects and transfers diaphragm shear forces to the vertical-force-resisting elements
or distributes forces within the diaphragm or shearwall.
A drag strut is often an extension of a boundary element
that transfers forces into the diaphragm or shearwall. The
wall double top plate and/or band joist often serves as a
shearwall drag strut, with splices offset to provide continuity.
Dual-Slope Roof A roof with two slopes which come
together to form a ridge or peak.
Endwall The exterior wall of a building perpendicular to
the roof ridge and parallel to roof rafters or trusses.
Floor Assembly All structural members and attachments
that form a floor.
Floor Joist A horizontal structural framing member which
supports floor loads.
Foundation Wall The vertical structural wall unit attached to the foundation which supports vertical and lateral
loads.
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Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
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WOOD FRAME CONSTRUCTION MANUAL
Gable The triangular portion of the endwall beneath a
dual-slope, pitched, or mono-slope roof.
Header A beam used over wall or roof openings to carry
loads across the opening.
Hip Beam A beam spanning from the ridge to the outside roof corner, that supports the jack rafters, forming a
convex roof line.
Holddown A device used to provide overturning restraint
by resisting uplift of the chords of shearwalls.
I-joist A structural member manufactured using sawn or
structural composite lumber flanges and structural panel
webs, bonded together with exterior exposure adhesives,
forming an “I” cross-sectional shape.
Jack Rafter A rafter that spans from a hip or valley
beam to a wall plate or ridge, respectively.
Jack Studs A vertical structural element which does not
span the full height of the wall and supports vertical loads.
Laminated Veneer Lumber A composite of wood veneer sheet elements with wood fibers primarily oriented
along the length of the member.
Loadbearing Cantilever A cantilever which carries vertical loads in addition to its own weight.
Loadbearing Setback The offset of a load bearing wall
or load bearing structural unit from a support towards
mid-span.
Loadbearing Wall A wall that supports vertical load in
addition to it own weight.
Main Wind Force Resisting Systems An assemblage
of major structural elements assigned to provide support
for secondary members and cladding. The system primarily receives wind loading from more than one surface.
Mean Roof Height The distance from average grade to
the average roof elevation (see Figure 1.1).
Mono-slope Roof A roof with constant slope in one direction.
Parallel Strand Lumber A composite of wood strand
elements with wood fibers primarily oriented along the
length of the member.
Perforated Shearwall Segment A section of shearwall
with full height sheathing which meets the aspect ratio
limits of Table 3.17D.
Pitched Roof A roof with one or more sloping surfaces.
Rafter A horizontal or sloped structural framing member which supports roof loads.
Rafter Overhang (Eave) The horizontal projection of a
rafter measured from the outside face of the wall to the
outside edge of the rafter.
Rafter Tie A structural framing member located in the
lower third of the attic space that ties rafters together to
resist thrust from gravity loads on the roof.
1
GENERAL INFORMATION
Glued Laminated Timber Any member comprising an
assembly of laminations of lumber in which the grain of
all laminations is approximately parallel longitudinally,
in which the laminations are bonded with adhesives.
7
Rake Overhang The horizontal projection of the roof
measured from the outside face of the gable endwall to
the outside edge of the roof.
Ridge The horizontal line formed by the joining of the
top edges of two sloping roof surfaces.
Ridge Beam A structural member used at the ridge of a
roof to support the ends of roof rafters and transfer roof
loads to supports.
Ridge Board A non-structural member used at the ridge
of a roof to provide a common nailing surface and point
of bearing for opposing roof rafters.
Roof Assembly All structural members and attachments
that form a roof.
Roof Span The distance between the outside of exterior
walls supporting the roof/ceiling or truss assembly.
Segmented Shearwall A shearwall composed of
shearwall segments with overturning restraint provided at
each end of each shearwall segment.
Setback The offset distance of a wall on a floor system,
measured from the support towards mid-span of the floor
system.
Shearwall A vertical structural unit composed of one or
more shearwall segments in one plane.
Shearwall Line Shearwalls which are not offset by more
than 4 feet horizontally from any other shearwall may be
considered in the same shearwall line.
Shearwall Plan Offset The distance from a shearwall to
the nearest parallel shearwall.
Shearwall Segment The vertical section of a shearwall
without openings that forms a structural unit composed of
sheathing, framing members, and perimeter members
Perforated Shearwall A shearwall composed of shearwall
segments with overturning restraint provided at each end
of the shearwall, but which does not require special connections for force transfer around wall openings.
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GENERAL INFORMATION
which act as a deep, thin vertical cantilever beam designed
to resist lateral forces parallel to the plane of the wall, and
which meets the aspect ratio limits of Table 3.17D.
Sheathing The structural covering used directly over
framing members, such as studs, joists, or rafters, which
transfers perpendicular loads to the framing material.
Sidewall The exterior wall of a building parallel to the
roof ridge which supports roof rafters or trusses.
Sill Plate A horizontal wood member anchored to the
foundation and supporting floor joists.
Single Family Dwelling A detached building which provides completely independent living facilities for one or
more persons including permanent provisions for living,
sleeping, eating, cooking, and sanitation.
Single Span The span made by a structural member between two supports.
Slab-On-Grade The concrete slab that serves as the floor
for the first story, upon which the first story framed walls
are attached.
Span The distance between face of supports, plus ½ the
required bearing length at each end.
Story The portion of a structure included between the
upper surface of a floor and the upper surface of the floor
or roof next above.
Structural Composite Lumber Structural materials
bonded with an exterior adhesive (See Laminated Veneer
Lumber and Parallel Strand Lumber).
Structural Roof/Ceiling Dead Loads The dead load from
structural members only, this load does not include roofing materials.
Stud Vertical structural element of wall assemblies which
transfers vertical and/or lateral loads.
Tail Joist A joist which is used to frame between an opening header and bearing wall, beam, or another header.
Tail Rafter A rafter which is used to frame between an
opening header and bearing wall, beam, or another header.
Three Second Gust Wind Speed Peak wind speed at a
given height and exposure averaged over 3 seconds (mph).
Top Plate(s) A horizontal wood member(s) attached to
the top of a frame wall and supporting trusses, rafters,
roof joists, floor joists, ceiling joists, or other members.
Trimmer A vertical stud or horizontal beam or joist to
which a header is nailed in framing a chimney, stairway,
or other opening.
Truss An engineered structural component, assembled
from wood members, metal connector plates or other mechanical fasteners, designed to carry its own weight and
superimposed design loads. The truss members form a semirigid structural framework and are assembled such that the
members form triangles. Variations include metal web
trusses, metal tube trusses, and plywood gusset trusses.
Twisting Moment The moment causing rotation about
the longitudinal axis of a member.
Two Family Dwelling A detached building which provides two completely independent living facilities for one
or more persons including permanent provisions for living, sleeping, eating, cooking, and sanitation.
Valley Beam A beam spanning from the ridge to an inside roof corner, that supports the jack rafters, forming a
concave roof line.
Vertical Floor Offset The distance between two adjoining floor assemblies which do not lie in the same horizontal
plane.
Wall Assembly All structural members and attachments
that form a wall.
Wind Exposure
Exposure B Urban and suburban areas, wooded areas, or other terrain with numerous closely spaced
obstructions having the size of single family dwellings or larger. Exposure B shall be assumed unless
the site meets the definition of another type exposure.
Exposure C Open terrain with scattered obstructions
including surface undulations or other irregularities
having heights generally less than 30 feet extending
more than 1500 feet from the building site in any full
quadrant. Exposure C extends into adjacent Exposure B type terrain in the downwind direction for a
distance of 1500 feet or 10 times the height of the
building or structure, whichever is greater. This category includes open country and grasslands, and open
water exposure of less than 1 mile.
Exposure D Flat unobstructed areas exposed to wind
flowing over open water for a distance of at least 1
mile. This exposure shall apply only to those buildings and other structures exposed to the wind coming
from over the water. Exposure D extends inland from
the shoreline a distance of 1500 feet or 10 times the
height of the building or structure, whichever is greater.
Window Sill Plate A horizontal framing member below
an opening.
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9
1.4 Symbols
1
A = area of cross section, in.2
M' = moment capacity, in.-lbs.
NFH = number of full-height studs
B = width of building (perpendicular to ridge) or roof
span, ft.
B' = bearing capacity, lbs.
C = compression force in end member of shearwall
segment, lbs.
Ca = seismic peak acceleration coefficient
Cs = seismic design coefficient
Cv-FD1 = vertical distribution factor (1st floor of 2 story
building, 2nd floor of 3 story building)
Cv-FD2 = vertical distribution factor (1st floor of 3 story
building)
Cv-RD = vertical distribution factor (roof diaphragm)
C1 = percent full height sheathing required for square
buildings (LMAX = LMIN)
C2 = additional percent full height sheathing required for
rectangular buildings
OH = overhang length, ft.
O1 = floor opening width, ft.
O2 = floor opening length, ft.
R = L/W for wind perpendicular to the ridge and W/L for
wind parallel to the ridge, where W is the building
width and L is the building length.
Rw = adjustment factor for wall assembly dead loads
less than the assumed load.
R1 = adjustment factor for additional roof assembly dead
loads greater than the assumed load (1 story)
GENERAL INFORMATION
Ab = bearing area, in.2
R2 = adjustment factor for additional roof and floor
assembly dead loads greater than the assumed
load (2 story)
R3 = adjustment factor for additional roof and floor
assembly dead loads greater than the assumed
load (3 story)
RLL = roof live load, psf
DL = dead load, psf
E, E' = tabulated and allowable modulus of elasticity, psi
S = Connector shear load (parallel to the wall), plf
E = nail spacing at panel edges, in.
SDS = short period design spectral response acceleration
F = nail spacing at intermediate supports in the panel
field, in.
SD1 = one second period design spectral response
acceleration
Fb, Fb' = tabulated and allowable bending design value, psi
Fc, Fc' = tabulated and allowable compression design value
parallel to grain, psi
Fc⊥, Fc⊥' = tabulated and allowable compression design value
perpendicular to grain, psi
Ft, Ft' = tabulated and allowable tension design value
parallel to grain, psi
Fv, Fv' = tabulated and allowable shear design value parallel
to grain (horizontal shear), psi
G = specific gravity
GSL = ground snow load, psf
T = tension force in end member of shearwall segment,
required holddown capacity, ridge connection load,
heel joint thrust load, lbs.
Treq = actual thrust connection load, lbs.
Ttabulated = tabulated thrust connection load, lbs.
U = Connector uplift load, plf
V = shear force, lbs.
V' = shear capacity, lbs.
Vfloor = required total shear capacity of a floor diaphragm,
lbs.
Vroof = required total shear capacity of a roof diaphragm,
lbs.
H = story wall height
HC = ceiling height in attic space (measured from top
plate)
HR = roof ridge height (measured from top plate)
I = moment of inertia, in.4
L = length of span of bending member, length of building
(parallel to ridge), length of full height shearwall
segment, length of outlooker, ft.
L = connector lateral load (perpendicular to the wall), plf
LMAX = length of longest building dimension, ft.
LMIN = length of shortest building dimension, ft.
L1 = floor and roof diaphragm width, ft.
L2 = floor and roof diaphragm length, ft.
Vwall = required total shear capacity of a shearwall, lbs.
W = width of building (perpendicular to ridge) or roof
span, ft.
WFD1 = weight tributary to a floor diaphragm (1st story of 2
story building, 2nd story of a 3 story building), lbs.
WFD2 = weight tributary to a floor diaphragm (1st story of a
3 story building), lbs.
WRD = weight tributary to a roof diaphragm, lbs.
WTOT = sum of tributary roof and floor diaphragms, lbs.
Wfloor = lateral floor diaphragm load parallel to ridge, plf
Wfloor⊥ = lateral floor diaphragm load perpendicular to ridge,
plf
LL = live load, psf
Wroof = lateral roof diaphragm load parallel to ridge, plf
M = maximum bending moment, in.-lbs.
Wroof⊥ = lateral roof diaphragm load perpendicular to ridge,
plf
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GENERAL INFORMATION
Z = 10% of minimum building dimension, but not less
than 3 feet, ft.
b = bearing length of joist, breadth of rectangular
bending member, in.
d = depth of rectangular bending member, in.
df = depth of floor member (including floor framing
members and floor sheathing)
h = height of shearwall segment, ft.
hR = vertical roof height dimension used to calculate
average roof elevation, ft.
hfdn = height of the top of the foundation, ft.
hFD1 = height measured from the floor level to the top
of the foundation (1st story of 2 story building,
2nd story of a 3 story building), ft.
hFD2 = height measured from the floor level to the top
of the foundation (1st story of a 3 story
building), ft.
hRD = height measured from the eave to the top of the
foundation, ft.
fb = actual bending stress, psi
fc = actual compression stress parallel to grain, psi
fc⊥ = actual compression stress perpendicular to
grain, psi
t = thickness of joist, in.
vfloor = required unit shear capacity of a floor
diaphragm, plf
vroof = required unit shear capacity of a roof
diaphragm, plf
vwall = required unit shear capacity of a shearwall, plf
w = unit lateral load, plf
wF1 = 1st floor assembly dead load, psf
wF2 = 2nd floor assembly dead load, psf
wR = roof assembly dead load, psf
ww = wall assembly dead load, psf
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WOOD FRAME CONSTRUCTION MANUAL
List of Figures
11
1
Mean Roof Height (MRH) ................................ 12
1.2
Vertical Floor Offset .......................................... 12
1.3
Floor and Roof Diaphragm Aspect Ratio
Limits ................................................................. 13
1.4
Floor Diaphragm Opening Limits ...................... 13
1.5
Shearwall Line Offset ........................................ 14
1.6
Shearwall Story Offset ....................................... 14
1.7
Shearwall Segment Aspect Ratio Limits ........... 14
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GENERAL INFORMATION
1.1
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GENERAL INFORMATION
Figure 1.1 Mean Roof Height (MRH)
Figure 1.2 Vertical Floor Offset
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Figure 1.3 Floor and Roof Diaphragm Aspect Ratio Limits
13
1
GENERAL INFORMATION
Figure 1.4 Floor Diaphragm Opening Limits
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GENERAL INFORMATION
Figure 1.5 Shearwall Line Offset
Figure 1.6 Shearwall Story Offset
Figure 1.7 Shearwall Segment Aspect Ratio Limits
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15
2
ENGINEERED
DESIGN
2.1
General Provisions
17
2.2
Connections
19
2.3
Floor Systems
21
2.4
Wall Systems
24
2.5
Roof Systems
25
List of Figures
29
List of Tables
63
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16
ENGINEERED DESIGN
Engineered Design Limitations
Attribute
Limitation
Reference
Section
Figures
26'
2.1.3.2a
-
FLOOR SYSTEMS
Lumber
Joists
Wood
I-Joists
Wood Floor
Trusses
Floor
Diaphragms
Joist Span
Joist Spacing
24" o.c.
2.1.3.2b
-
Cantilevers - Supporting loadbearing walls or nonloadbearing shearwalls 1
d
2.1.3.2c
2.1a
Setbacks - Loadbearing walls or shearwalls 1
d
2.1.3.2d
2.1d
I-Joist Span
26'
2.1.3.2a
-
24" o.c.
2.1.3.2b
-
Cantilevers
(see manufacturer)
2.3.2.6
2.4e, 2.9a,
2.9b
Setbacks
(see manufacturer)
2.3.2.5
2.4d
I-Joist Spacing
Truss Span
26'
2.1.3.2a
-
24" o.c.
2.1.3.2b
-
Cantilevers
(see truss plans)
2.3.3.6
2.13a, 2.13b
Setbacks
(see truss plans)
2.3.3.5
-
df
2.1.3.2e
1.2
4:1
2.1.3.2f
1.3
Lesser of 12' or 50% of
Building Dimension
2.1.3.2g
1.4
2.1.3.3a
-
20'
2.1.3.3a
-
24" o.c.
2.1.3.3b
-
Truss Spacing
Vertical Floor Offset 1
Floor Diaphragm Aspect Ratio
Floor Diaphragm Openings
WALL SYSTEMS
Wall Studs
Loadbearing Wall Height
20'
Non-Loadbearing Wall Height
Wall Stud Spacing
Shearwalls
Shearwall Line Offset
1
Shearwall Story Offset 1
Shearwall Segment Aspect Ratio
4'
2.1.3.3c
1.5
d
2.1.3.3d
1.6
3½:1
2.1.3.3e
1.7
26'
2.1.3.4a
-
ROOF SYSTEMS
Lumber
Rafters
Rafter Span (Horizontal Projection)
Rafter Spacing
24" o.c.
2.1.3.4b
-
Lesser of 2' or
rafter span/3
2.1.3.4c
2.5.1.1.2
2.1f
Roof Slope
Flat - 12:12
2.1.3.4d
-
I-Joist Span
26'
2.1.3.4a
-
Eave Overhang Length 1
Wood I-Joist
Roof System
I-Joist Spacing
Eave Overhang Length
Roof Slope
Wood Roof
Trusses
2.1.3.4b
-
2.5.2.1.2
-
Flat - 12:12
2.1.3.4d
-
Truss Span
60'
2.1.3.4a
-
24" o.c.
2.1.3.4b
-
(see truss plans)
2.5.3.1
-
Flat - 12:12
2.1.3.4d
-
Lesser of 2' or
purlin span/2
2.1.3.4c
2.1g
4:1
2.1.3.4e
1.3
Truss Spacing
Eave Overhang Length
Roof Slope
1
Rakes
Overhang Length
Roof
Diaphragms
Roof Diaphragm Aspect Ratio
1
24" o.c.
(see manufacturer)
See exceptions.
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17
2.1 General Provisions
2.1.1 Engineered Requirements
2.1.2 Continuous Load Path
A continuous load path shall be provided to transfer
all lateral and vertical loads from the roof, wall, and floor
systems to the foundation.
2.1.3 Engineered Design
Limitations
Wood-frame buildings built in accordance with this
document shall be limited to all of the following conditions. Structural conditions not complying with this section
shall be designed in accordance with accepted engineering practice.
2.1.3.1 Mean Roof Height Adjustment
Wind loads contained in this Chapter have been calculated assuming a mean roof height of 33 feet. For
structures with mean roof heights of less than 33 feet, the
tabulated values shall be permitted to be reduced in accordance with the applicable table footnotes.
2.1.3.2 Floor Systems
a. Framing Member Spans Single spans of floor
framing members shall not exceed 26 feet for lumber joists,
I-joists, and floor trusses. Design spans shall consider
both strength and serviceability limits. For serviceability,
the computed joist deflection under live load shall not
exceed L/360 (span divided by 360) or more stringent criteria as specified by the manufacturer.
b. Framing Member Spacings Floor framing member spacings shall not exceed 24 inches on center for
lumber joists, I-joists, and floor trusses.
c. Cantilevers Lumber floor joist cantilevers supporting loadbearing walls or shearwalls shall not exceed
the depth, d, of the joists (see Figure 2.1a). Lumber floor
EXCEPTION: Lumber floor joist cantilevers
supporting loadbearing walls or shearwalls shall
be permitted to exceed these limits when designed
for the additional loading requirements, but in no
case shall they exceed four times the depth (4d)
of the member (see Figures 2.1c).
2
ENGINEERED DESIGN
The provisions of this Chapter provide minimum
loads for the purpose of establishing specific resistance
requirements for buildings within the scope of this document. This Chapter includes the results of engineering
calculations for specific structural elements, in specific
configurations, under specific loads. The tabulated information does not represent a complete engineering
analysis as would be performed by a registered professional engineer, but is expected to result in significant
time-savings for the design professional.
joist cantilevers supporting non-loadbearing walls which
are not shearwalls shall be limited to L/4 (see Figure 2.1b).
I-joist cantilevers shall be in accordance with the
manufacturer’s code evaluation report. Truss cantilevers
shall be in accordance with the truss design/placement
plans. Lumber joists, I-joists, and trusses shall be located
directly over studs when used in cantilever conditions,
unless the top plate is designed to carry the load.
d. Setbacks Setbacks of loadbearing walls or
shearwalls on lumber floor joist systems shall not exceed
the depth, d, of the joists (see Figure 2.1d). Setbacks on Ijoists shall be in accordance with the manufacturer’s code
evaluation report. Setbacks on floor trusses shall be in
accordance with the truss design/placement plans. Lumber joists, I joists, and trusses shall be located directly
over studs when used in setback conditions supporting
loadbearing walls or shearwalls, unless the top plate is
designed to carry the load.
EXCEPTION: Lumber floor joist setbacks supporting loadbearing walls or shearwalls shall be
permitted to exceed these limits when designed
for the additional loading requirements, but in no
case shall they exceed four times the depth (4d)
of the member (see Figure 2.1e).
e. Vertical Floor Offsets Vertical floor offsets shall
be limited to the floor depth, df (including floor framing
members and floor sheathing), and the floor framing members on each side of the offset shall be lapped or tied
together to provide a direct tension tie across the offset,
and to transfer diaphragm shear in both orthogonal directions (see Figure 1.2).
EXCEPTION: When floor offsets are not tied
together, the structure shall be considered as separate structures attached in the plane of the offset.
f. Diaphragm Aspect Ratio Floor diaphragm aspect ratios shall not exceed 4:1 (see Figure 1.3).
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ENGINEERED DESIGN
g. Diaphragm Openings Floor diaphragm openings
shall not exceed the lesser of 12 feet or 50% of the building dimension (see Figure 1.4).
exceed the lesser of one-half of the purlin length or 2 feet
(see Figure 2.1g).
EXCEPTION: Rake overhangs using lookout
blocks shall not exceed 1 foot (see Figure 2.1h).
2.1.3.3 Wall Systems
a. Wall Heights The slenderness ratio for studs, le/d,
shall not exceed 50, except that during construction le/d
shall not exceed 75. Loadbearing and non-loadbearing
walls shall not exceed 20 feet in height.
b. Wall Stud Spacings Wall stud spacings shall not
exceed 24 inches on center.
c. Shearwall Line Offsets Offsets in a shearwall line
within a story shall not exceed 4 feet (see Figure 1.5).
EXCEPTION: When shearwalls are discontinuous or shearwall line offsets exceed these limits,
continuity of the shearwall and diaphragm load
path to the resisting elements shall be designed
and detailed in accordance with the governing
building code.
d. Shearwall Story Offsets Upper story shearwall
segments shall not be offset from lower story shearwall
segments by more than the depth, d, of the floor framing
members (see Figure 1.6).
EXCEPTION: Shearwall segments shall be permitted to be offset from the story below when
continuity of the load path to the resisting elements is designed and detailed in accordance with
the governing building code.
e. Shearwall Segment Aspect Ratio Shearwall segment aspect ratios shall not exceed 3½:1 (see Figure 1.7).
f. Shearwall Orientation Shearwall lines shall be
oriented to resist loads in two orthogonal directions.
g. Load Transfer Band joists, blocking, or other methods to transfer roof, wall, and/or floor loads from upper
stories shall be installed between floor framing members
(see Figures 2.4a-e, 2.5a-b, 2.9a-b, 2.12a, 2.15a-b, 3.4d,
3.5a).
2.1.3.4 Roof Systems
a. Framing Spans Single spans (horizontal projection) of roof framing members shall not exceed 26 feet
for lumber rafters and I-joists, and 60 feet for roof trusses.
b. Framing Spacings Roof framing member spacings shall not exceed 24 inches on center for lumber joists,
I-joists, and roof trusses.
c. Overhang Lengths Rafter overhang lengths shall
not exceed one-third of the rafter span or 2 feet, whichever is less (see Figure 2.1f). Rake overhangs shall not
d. Slope Roof slope shall not exceed 12:12.
e. Diaphragm Aspect Ratio Roof diaphragm aspect ratios shall not exceed 4:1 (see Figure 1.3).
2.1.4 Interpolation
Tabulated values in this Chapter shall be permitted to
be interpolated unless otherwise noted in the applicable
table footnotes.
2.1.5 Design Values
2.1.5.1 Sawn Lumber
Design values for visually-graded and mechanicallygraded dimension lumber are specified in Tables 4A-E of
the Supplement. Section properties are provided in Tables
1A-B of the Supplement. When design capacities are required, the design values from Tables 4A-E of the
Supplement shall be multiplied by the section properties
in Table 1B of the Supplement as follows:
Apparent Rigidity
E′I
(Modulus of Elasticity)
(Moment of Inertia)
Moment, Mr
Fb′S
(Bending Stress)(Section
Modulus)
Shear, V r
(2/3)Fv′A
(Shear Parallel-to-Grain
Stress)(Area of Section)
Bearing, Br
FCz′AB
(Compression Perpendicular
to Grain Stress)(Bearing Area)
2.1.5.2 Structural Glued Laminated Timber
Design values for softwood and hardwood structural
glued laminated timber are specified in Tables 5A-C of the
Supplement. Section properties are provided in Table 1C
of the Supplement. When design capacities are required,
the design values from Tables 5A-C of the Supplement shall
be multiplied by the section properties in Table 1C of the
Supplement as follows:
Apparent Rigidity
E′I
Moment, Mr
Fb′S
Shear, V r
(2/3)Fv′A
Bearing, Br
FCz′ AB
AMERICAN WOOD COUNCIL
(Modulus of Elasticity)
(Moment of Inertia)
(Bending Stress)(Section
Modulus)
(Shear Parallel-to-Grain
Stress)(Area of Section)
(Compression Perpendicular
to Grain Stress)(Bearing Area)
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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19
2.1.5.5 Wall Assemblies
Design properties for structural composite lumber are
specified in the manufacturer’s code evaluation report.
Design properties for vertical wall assemblies are
specified in Tables 3A-B of the Supplement.
a. Maximum spans and allowable total uniform loads
for wall sheathing materials are specified in Table 3A of
the Supplement.
b. Shear capacities for walls based on the species of
the wall framing members, sheathing material, sheathing thickness, nail size, nail spacing, opening sizes, and
overturning restraint are specified in Table 3B of the
Supplement.
2.1.5.4 Floor and Roof Diaphragm Assemblies
Design properties for horizontal diaphragm assemblies
are specified in Tables 2A-C of the Supplement.
a. Maximum spans and allowable total uniform loads
for floor sheathing are specified in Table 2A of the Supplement.
b. Maximum spans and allowable total uniform loads
for roof sheathing are specified in Table 2B of the Supplement.
c. Shear capacities for horizontal floor diaphragm assemblies based on the species of the floor framing members,
sheathing material, sheathing thickness, nail size, and nail
spacing are specified in Table 2C of the Supplement.
2.1.5.6 Nails
Design values for common and box nails loaded laterally are specified in Table 6 of the Supplement. Design
values for common and box nails loaded in withdrawal
are specified in Table 7 of the Supplement.
2
ENGINEERED DESIGN
2.1.5.3 Structural Composite Lumber
2.2 Connections
2.2.1 Lateral Framing Connections
Adequate connections between roof, ceiling, wall, and
floor assemblies shall be provided to transfer lateral forces
acting perpendicular to the wall surface (see Figure 2.2a).
2.2.1.1 Wall Assembly to Roof, Ceiling, or Floor
Assembly
Framing connections to transfer lateral loads from the
wall framing into the roof, ceiling, or floor diaphragm assembly shall be in accordance with the lateral loads
specified in Table 2.1
2.2.1.2 Foundation Wall to Floor Assembly
Framing connections to transfer lateral loads from the
foundation wall into the floor diaphragm assembly shall
be in accordance with the foundation design.
pendicular to ridge and Table 2.5-2 for wind or seismic
motion parallel to ridge.
2.2.2.2 Wall Assembly to Wall Assembly
Connections to transfer shear loads from a shearwall
segment above to a shearwall segment below shall be in
accordance with the shear loads calculated in Table 2.5-1
for wind or seismic motion perpendicular to ridge and
Table 2.5-2 for wind or seismic motion parallel to ridge.
2.2.2.3 Floor Assembly to Foundation
Connections to transfer shear loads from the floor assembly to the foundation shall be in accordance with the
shear loads calculated in Table 2.5-1 for wind or seismic
motion perpendicular to ridge and Table 2.5-2 for wind or
seismic motion parallel to ridge.
2.2.2.4 Wall Assembly to Foundation
2.2.2 Shear Connections
Adequate connections between roof, ceiling, wall, and
floor assemblies shall be provided to transfer shear forces
acting parallel to the wall surface (see Figure 2.2b).
Connections to transfer shear loads from the wall assembly to the foundation shall be in accordance with the
shear loads calculated in Table 2.5-1 for wind or seismic
motion perpendicular to ridge and Table 2.5-2 for wind or
seismic motion parallel to ridge.
2.2.2.1 Roof, Ceiling, or Floor Assembly to Wall
Assembly
2.2.3 Wind Uplift Connections
Connections to transfer shear loads from the roof,
ceiling, or floor diaphragm assembly to the shearwall segments shall be in accordance with the shear loads
calculated in Table 2.5-1 for wind or seismic motion per-
Adequate connections shall be provided to transfer
uplift forces acting away from the roof surface(s) (see Figure 2.2c).
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ENGINEERED DESIGN
2.2.6 Special Connections
2.2.3.1 Roof Assembly to Foundation
Connections to transfer uplift loads from the roof assembly to the foundation shall be in accordance with the
uplift loads specified in Table 2.2A. A continuous load
path shall be maintained with either a continuous connector from the roof to the foundation or with a series of
connections creating a complete load path.
2.2.4 Overturning Resistance
Resistance to overturning shall be provided (see Figure 2.2d). The resisting dead load moment shall be
calculated using no more than 60% of the design dead load.
2.2.4.1 Holddowns
Holddowns to provide overturning restraint to shearwall segments at each level shall be provided at the ends
of shearwalls and as required to develop the shear capacity of the wall segments in accordance with 2.4.4.2. A
continuous load path from the holddown to the foundation shall be maintained. Where a holddown resists the
overturning load from the story or stories above, the
holddown shall be sized for the required holddown tension capacity at its level plus the required holddown tension
capacity of the story or stories above. Holddowns used to
resist both uplift and overturning shall be designed to resist the sum of the forces determined in accordance with
2.2.3 and 2.2.4.
2.2.5 Sheathing and Cladding
Attachment
2.2.6.1 Ridge Connections
Connection loads at the roof ridge shall be in accordance with the loads specified in Table 2.2B.
2.2.6.2 Jack Rafters
Connection of the jack rafter to the wall shall be in
accordance with 2.2.3.1. Connection of the jack rafter to
hip beam shall be in accordance with the loads specified
in Table 2.2B.
2.2.6.3 Hip and Valley Beams
Hip and valley beams do not require special uplift
connections when jack rafters are attached in accordance
with 2.2.6.2.
2.2.6.4 Hip Trusses
Gravity and uplift loads at the hip truss to girder truss
connection shall be in accordance with the loads specified in the truss design drawings.
2.2.6.5 Non-Loadbearing Exterior Wall
Assemblies
Walls which support rake overhang outlookers or lookout blocks shall be connected to the foundation in
accordance with the uplift loads specified in Table 2.2C
(see Figure 2.1g and 2.1h). Walls which do not support
the roof assembly need only resist an uplift load of 60 plf.
2.2.6.6 Wall Openings
Adequate attachment of sheathing and cladding shall
be provided to assure the transfer of specified loads into
framing members.
2.2.5.1 Roof Sheathing
Roof sheathing shall be attached to roof structural
members to resist the withdrawal loads (Suction) specified in Table 2.4 and provide the roof diaphragm shear
capacity required in 2.5.4.2.
Connections to transfer lateral, shear, and uplift loads
around wall openings shall be in accordance with the loads
specified in 2.2.1.1, 2.2.2, and 2.2.3.1 for loadbearing walls
or 2.2.1.1, 2.2.2, and 2.2.6.5 for non-loadbearing walls.
A continuous load path shall be maintained around the
opening.
2.2.6.7 Thrust Connection
Connection to transfer thrust loads in the lower third
of the attic space shall be in accordance with the thrust
loads specified in Table 2.3.
2.2.5.2 Wall Sheathing
Wall sheathing shall be attached to wall structural
members to resist the withdrawal loads (Suction) specified in Table 2.4 and provide the shearwall capacity
required in 2.4.4.2.
2.2.6.8 Rake Overhang Outlookers
Rake overhang outlookers shall be connected to the
gable endwall in accordance with the uplift loads specified in Table 2.2C (see Figure 2.1g).
2.2.5.3 Floor Sheathing
Sheathing shall be attached to provide the floor diaphragm shear capacity required in 2.3.4.2.
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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21
2.3 Floor Systems
2.3.1 Wood Joist Systems
2.3.1.1 Floor Joists
2.3.1.2 Bearing
Joists shall bear directly on beams, girders, ledgers,
or loadbearing walls or be supported by hangers or framing anchors. Joist bearing shall be in accordance with the
requirements of Table 2.7C.
2.3.1.3 End Restraint
Restraint against twisting shall be provided at the end
of each joist by fastening to a full-height rim, band joist,
header, or other member or by using blocking between
floor joist ends. Fasteners for end restraint shall be capable of resisting a 300 inch-pound twisting moment.
2.3.1.4 Lateral Stability
The following rules shall be applied to provide lateral
restraint to prevent rotation or lateral displacement. If the
ratio of depth to breadth, d/b, based on nominal dimensions is:
(a) d/b ≤ 2; no lateral support shall be required.
(b) 2 < d/b ≤ 4; the ends shall be held in position, as
by full depth solid blocking, bridging, hangers, nailing or
bolting to other framing members, or other acceptable
means.
(c) 4 < d/b ≤ 5; the compression edge of the member
shall be held in line for its entire length to prevent lateral
displacement, as by adequate sheathing or subflooring,
and ends at point of bearing shall be held in position to
prevent rotation and/or lateral displacement.
2
ENGINEERED DESIGN
Single and continuous span floor joists shall be in
accordance with the design property requirements of
Tables 2.7A-B.
2.3.1.1.1 Notching and Boring Notches in the top or
bottom edge of joists shall not be located in the middle
one-third of the joist span. Notches in the outer thirds of
the span shall not exceed one-sixth of the actual joist depth
and shall not be longer than one-third of the depth of the
member. Where notches are made at the supports, they
shall not exceed one-fourth the actual joist depth. Holes
are limited in diameter to one-third the actual joist depth
and the edge of the hole shall not be closer than 2 inches
to the top or bottom edge of the joist. Bored holes shall
not be located closer than 2 inches to a notch (see Figure
3.3a).
(d) 5 < d/b ≤ 6; bridging, full depth solid blocking or
diagonal cross bracing shall be installed at intervals not
exceeding 8 feet, the compression edge of the member shall
be held in line as by adequate sheathing or subflooring, and
ends at point of bearing shall be held in position to prevent
rotation and/or lateral displacement.
(e) 6 < d/b ≤ 7; both edges of the member shall be
held in line for their entire length and ends at points of
bearing shall be held in position to prevent rotation and/
or lateral displacement.
If a bending member is subjected to both flexure and
axial compression, the depth to breadth ratio shall be permitted to be as much as 5 to 1 if one edge is firmly held in
line. If under all combinations of load, the unbraced edge
of the member is in tension, the depth to breadth ratio
shall be permitted to be no more than 6 to 1.
2.3.1.5 Single or Continuous Floor Joists
2.3.1.5.1 Single or Continuous Floor Joists Supporting Loadbearing Walls Loadbearing walls parallel
to joists shall be supported directly by beams, girders, or
other loadbearing walls. Loadbearing walls perpendicular to joists shall not be offset from supporting girders,
beams, or other loadbearing walls by more than the depth
of the joists (see Figure 2.1d), unless the floor joists are
designed to carry the additional gravity load specified in
Table 2.11 (see Figure 2.1e). Joists shall be located directly
over studs when used in setback conditions supporting
loadbearing walls, unless the wall top plates are designed
to carry loads from above (see Figure 2.1d).
2.3.1.5.2 Single or Continuous Floor Joists Supporting Non-Loadbearing Walls Where non-loadbearing
walls are parallel to floor joists, the joist supporting the
non-loadbearing wall shall be designed to carry the additional weight of the wall.
2.3.1.6 Cantilevered Floor Joists
2.3.1.6.1 Cantilevered Floor Joists Supporting
Loadbearing Walls Overhang lengths of cantilevered
floor joists supporting a loadbearing wall at the end of the
cantilever shall be limited to the depth of the joists (Figure 2.1a), unless the joists are designed for the cantilevered
condition with the additional floor load of the cantilevered
area and the gravity load of the exterior loadbearing wall
specified in Table 2.11 (see Figure 2.1c). Joists shall be
located directly over studs when used in cantilever conditions supporting loadbearing walls (see Figure 2.1a).
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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ENGINEERED DESIGN
2.3.1.6.2 Cantilevered Floor Joists Supporting
Non-Loadbearing Walls Overhang lengths of cantilevered floor joists supporting floor loads and a nonloadbearing wall at the end of the cantilever shall not exceed one-fourth of the joist span (Figure 2.1b), unless such
joists are designed for the cantilevered condition with the
additional floor load of the cantilevered area and weight of
the wall.
2.3.1.7 Floor Openings
Framing around floor openings shall be designed to
transfer loads to adjacent framing members that are designed to support the additional concentrated loads.
Fasteners, connections, and stiffeners shall be designed
for the loading conditions. Where the opening is less than
2 feet from an exterior wall, the exterior wall adjacent to
the opening shall be framed using full height studs, or a
beam shall be designed to resist gravity, lateral, and uplift
loads at that location.
2.3.2 Wood I-Joist Systems
2.3.2.1 I-Joists
I-joist floor systems shall be in accordance with this
section, the governing building code, and any additional
requirements as set forth in the manufacturer’s code evaluation report. Single and continuous span I-joists shall be
in accordance with the capacity requirements of Tables
2.8A-B.
2.3.2.1.1 Notching and Boring Notching or boring
of I-joist flanges shall not be permitted. Holes in I-joist
webs shall be in accordance with 2.3.2.1.
2.3.2.2 Bearing
I-joists shall bear directly on beams, girders, ledgers,
or loadbearing walls or be supported by hangers (see Figures 2.4a-c, 2.5a-c, and 2.7). Required I-joist bearing
capacity shall be in accordance with 2.3.2.1.
2.3.2.5 Single or Continuous I-Joists
2.3.2.5.1 Single or Continuous I-Joists Supporting
Loadbearing Walls Loadbearing walls parallel to I-joists
shall be supported directly on beams, girders, or other
loadbearing walls. Loadbearing walls perpendicular to Ijoists shall not be offset from supporting girders, beams,
or other loadbearing walls unless the I-joists are designed
to carry the additional gravity load specified in Table 2.11
(see Figure 2.4c).
2.3.2.5.2 Single or Continuous I-Joists Supporting Non-Loadbearing Walls Where non-loadbearing
walls are parallel to I-joists, the I-joists supporting the nonloadbearing wall shall be designed to carry the additional
weight of the wall. Non-loadbearing walls perpendicular to
I-joists shall be in accordance with the I-joist manufacturer’s
code evaluation report, unless the I-joists are designed for
the additional weight of the wall (see Figure 2.4d).
2.3.2.6 Cantilevered I-Joists
2.3.2.6.1 Cantilevered I-Joists Supporting Loadbearing Walls Overhangs of cantilevered I-joists
supporting a loadbearing wall at the end of the cantilever
shall not be permitted, unless the I-joists are designed for
the cantilevered condition with the additional floor load
of the cantilevered area and the gravity load of the exterior loadbearing wall specified in Table 2.11.
2.3.2.6.2 Cantilevered I-Joists Supporting NonLoadbearing Walls Overhang lengths of cantilevered
I-joists supporting a floor and a non-loadbearing wall at
the end of the cantilever shall be in accordance with the Ijoist manufacturer’s code evaluation report, unless the
I-joists are designed for the cantilevered condition with
the additional floor load of the cantilevered area and weight
of the wall (see Figures 2.4e and 2.9a-b).
2.3.2.7 Floor Openings
Framing around floor openings shall be in accordance
with 2.3.2.1 (see Figures 2.6a-c).
2.3.3 Wood Floor Truss Systems
2.3.2.3 End Restraint
Restraint against twisting shall be provided at the end
of each I-joist by fastening to a full-height rim, band joist,
header, or other member or by using blocking panels between floor I-joists (see Figures 2.4a-c). Framing details
for end restraint shall be in accordance with 2.3.2.1.
2.3.2.4 Bridging and Web Stiffeners
When required by the manufacturer, bridging and web
stiffeners (see Figure 2.8) shall be installed in accordance
with 2.3.2.1.
2.3.3.1 Floor Trusses
Wood floor truss systems shall be in accordance with
this section, the governing building code, the truss design
drawings, and any additional requirements as set forth in
the manufacturer’s code evaluation report. The design of
metal plate connected parallel chord floor trusses shall
comply with the Truss Plate Institute’s (TPI) National
Design Standard for Metal Plate Connected Wood Truss
Construction, ANSI/TPI 1. Floor trusses other than metal
plate connected floor trusses shall be designed in accor-
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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dance with the AF&PA’s National Design Specification®
for Wood Construction (ANSI/NF&PA NDS®).
2.3.3.1.1 Notching and Boring Notching, boring or
the removal of floor truss chords or webs shall not be permitted without the approval from the truss designer.
23
Fasteners, connections, and stiffeners shall be designed
for the loading conditions.
2.3.4 Floor Sheathing
2.3.4.1 Sheathing Spans
2.3.3.2 Bearing
2.3.4.2 Shear Capacity
2.3.3.3 End Restraint
Restraint against twisting shall be provided at the end
of each truss by fastening to a full-height rim, band joist,
header, or other member or by using blocking panels between truss ends. Framing details (see Figure 2.15a) for
end restraint shall be provided in a manner consistent with
TPI’s Commentary and Recommendations for Handling,
Installing and Bracing Metal Plate Connected Wood
Trusses, HIB-91, or National Design Standard for Metal
Plate Connected Wood Truss Construction, ANSI/TPI 1,
or 2.3.3.1.
2.3.3.4 Chord and Web Bracing
Floor sheathing and fasteners shall be capable of resisting the total shear loads calculated in Table 2.5-1 for
wind or seismic motion perpendicular to ridge and Table
2.5-2 for wind or seismic motion parallel to ridge.
2.3.4.2.1 Diaphragm Chords Diaphragm chords
shall be continuous for the full length of the diaphragm.
Diaphragm members and chord splices shall be capable
of resisting the chord forces, calculated by the following
equation:
T =
ENGINEERED DESIGN
Floor trusses shall bear directly on beams, girders,
ledgers or loadbearing walls or be supported by hangers
or framing anchors (see Figures 2.12a-g). Truss bearing
shall not be less than the design requirements.
Floors shall be fully sheathed with sheathing capable
of resisting and transferring the applied gravity loads to
the floor framing members. Sheathing shall be continuous over two or more spans.
2
vL
4
where:
Chord and web bracing shall be provided in a manner
consistent with the guidelines provided in TPI’s Commentary and Recommendations for Handling, Installing and
Bracing Metal Plate Connected Wood Trusses, HIB-91,
or National Design Standard for Metal Plate Connected
Wood Truss Construction, ANSI/TPI 1, or in accordance
with 2.3.3.1, and the bracing requirements specified in
the construction design documents (see Figure 2.14 ).
2.3.3.5 Single or Continuous Floor Trusses
Supporting Walls
Floor trusses shall be designed for any intermediate
loads and supports as shown on the construction documents and/or plans.
T = Chord force, lbs.
v = Required unit shear capacity of the floor
diaphragm, plf
L = Floor diaphragm dimension perpendicular to the
lateral load, ft.
2.3.4.3 Sheathing Edge Support
Edges of floor sheathing shall have approved tongueand-groove joints or shall be supported with blocking,
unless ¼-inch minimum thickness underlayment or 1½
inches of approved cellular or lightweight concrete is installed, or unless the finish floor is of ¾-inch wood strip.
2.3.5 Floor Diaphragm Bracing
2.3.3.6 Cantilevered Trusses
Cantilevered floor trusses shall be designed for all
anticipated loading conditions (see Figures 2.13a-b).
2.3.3.7 Floor Openings
Framing around floor openings shall be designed to
transfer loads to adjacent framing members that are designed to support the additional concentrated loads.
At panel edges perpendicular to floor framing members, framing and connections shall be provided to transfer
the lateral wind loads from the exterior wall to the floor
diaphragm assembly in accordance with the requirements
of Table 2.1 (see Figure 2.3).
AMERICAN FOREST & PAPER ASSOCIATION
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ENGINEERED DESIGN
2.4 Wall Systems
2.4.1 Exterior Walls
2.4.1.3 Bottom Plate
2.4.1.1 Wood Studs
Exterior wall studs shall be in accordance with the
requirements of Table 2.9A or Table 2.10 for the wind
loads specified. Exterior loadbearing studs shall be in
accordance with the requirements of Table 2.9B or Table
2.11 for the gravity loads specified. Exterior loadbearing
studs shall be designed to resist the uplift loads specified
in Table 2.2A, independent of the requirements of Tables
2.9A&B, 2.10, and 2.11. Exterior non-loadbearing studs
shall be designed to resist the rake overhang uplift loads
specified in Table 2.2C.
2.4.1.1.1 Notching and Boring Notches in either edge
of studs shall not be located in the middle one-third of the
stud length. Notches in the outer thirds of the stud length
shall not exceed 25% of the actual stud depth. Bored holes
shall not exceed 40% of the actual stud depth and the edge
of the hole shall not be closer than 5/8 inch to the edge of
the stud. Notches and holes shall not occur in the same
cross-section (see Figure 3.3b).
EXCEPTION: Bored holes shall not exceed 60%
of the actual stud depth when studs are doubled.
2.4.1.1.2 Stud Continuity Studs shall be continuous
between horizontal supports, including but not limited to:
girders, floor diaphragm assemblies, ceiling diaphragm assemblies, and roof diaphragm assemblies. When attic floor
diaphragm or ceiling diaphragm assemblies are used to brace
gable endwalls, the sheathing and fasteners shall be capable
of resisting the minimum shear requirements of Table 2.6.
2.4.1.1.3 Corners Corner framing shall be capable
of transferring axial tension and compression loads from
the shearwalls and the structure above, connecting adjoining walls, and providing adequate backing for the
attachment of sheathing and cladding materials.
2.4.1.2 Top Plates
Exterior stud walls shall be capped with a single or
double top plate with bearing capacity in accordance with
Table 2.9B, and bending capacity in accordance with Table
2.11. Top plates shall be tied at joints, corners, and intersecting walls to resist and transfer lateral loads to the roof
or floor diaphragm in accordance with the requirements
of Table 2.1. Double top plates shall be lap spliced and
overlap at corners and intersections with other exterior
and interior loadbearing walls.
Wall studs shall bear on a bottom plate with bearing
capacity in accordance with Table 2.9B. The bottom plate
shall not be less than 2 inch nominal thickness and not
less than the width of the wall studs. Studs shall have full
bearing on the bottom plate. Bottom plates shall be connected to transfer lateral loads to the floor diaphragm or
foundation in accordance with the requirements of Table
2.1. Bottom plates that are connected directly to the foundation shall have full bearing on the foundation.
2.4.1.4 Wall Openings
Headers shall be provided over all exterior wall openings. Headers shall be supported by wall studs, jack studs,
hangers or framing anchors.
2.4.1.4.1 Headers Headers shall be in accordance
with the lateral capacity requirements of Table 2.1 and
the gravity capacity requirements of Table 2.11.
2.4.1.4.2 Studs Supporting Header Beams Wall
and jack studs shall be in accordance with the same requirements as exterior wall studs selected in 2.4.1.1. Wall
and jack studs shall be designed for additional lateral and
uplift loads from headers and window sill plates in accordance with Table 2.1 and Table 2.2A.
2.4.1.4.3 Window Sill Plates Window sill plates shall
be in accordance with the lateral capacity requirements of
Table 2.1.
2.4.2 Interior Loadbearing
Partitions
2.4.2.1 Wood Studs
Interior loadbearing studs shall be in accordance with
the requirements of Tables 2.9C or Table 2.11 for gravity
loads.
2.4.2.1.1 Notching and Boring Notches in either
edge of studs shall not be located in the middle one-third
of the stud length. Notches in the outer thirds of the stud
length shall not exceed 25% of the actual stud depth. Bored
holes in interior loadbearing studs shall not exceed 40%
of the actual stud depth and shall not be closer than 5/8
inch to the edge. Notches and holes shall not occur in the
same cross-section (see Figure 3.3b).
EXCEPTION: Bored holes shall not exceed 60%
of the actual stud depth when studs are doubled.
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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2.4.2.1.2 Stud Continuity Studs shall be continuous between horizontal supports, including but not limited
to: girders, floor diaphragm assemblies, ceiling diaphragm
assemblies, and roof diaphragm assemblies.
25
2.4.3.1.1 Notching and Boring Notches in studs
shall not exceed 40% of the actual stud depth. Bored holes
shall not exceed 60% of the actual stud depth and shall
not be closer than 5/8 inch to the edge. Notches and holes
shall not occur in the same cross-section.
2.4.2.2 Top Plates
2.4.3.2 Top Plates
All interior non-loadbearing partitions shall be capped
with single or double top plates.
2.4.3.3 Bottom Plate
Wall studs shall bear on at least one bottom plate.
2.4.4 Wall Sheathing
2.4.2.3 Bottom Plate
Wall studs shall bear on a bottom plate with bearing
capacity in accordance with Table 2.9C. The bottom plate
shall not be less than 2 inch nominal thickness and not
less than the width of the wall studs. Studs shall have full
bearing on the bottom plate.
2.4.4.1 Sheathing Spans
ENGINEERED DESIGN
Interior loadbearing partition walls shall be capped
with a single or double top plate with bearing capacity in
accordance with Table 2.9C, and bending capacity in accordance with Table 2.11. Top plates shall be tied at joints,
corners, and intersecting walls. Double top plates shall
be lap spliced and overlap at corners and at intersections
with other exterior and interior loadbearing walls.
2
Exterior wall sheathing shall be capable of resisting
and transferring the wind suction loads specified in Table
2.4 to the wall framing.
2.4.4.2 Shearwalls
2.4.2.4 Wall Openings
Headers shall be provided over all interior loadbearing
wall openings. Headers shall be supported by wall studs,
jack studs, hangers, or framing anchors.
2.4.2.4.1 Headers Headers shall be in accordance
with the load requirements of Table 2.11.
2.4.2.4.2 Studs Supporting Header Beams Wall
and jack studs shall be in accordance with the same requirements as interior loadbearing wall studs selected in
2.4.2.1.
2.4.3 Interior Non-Loadbearing
Partitions
Walls parallel to the applicable wind load or seismic
motion shall provide the required shear resistance at each
level. The sum of the individual shearwall segment shear
capacities shall meet or exceed the sum of shear loads
collected by horizontal diaphragms above. Total shear
loads shall be calculated in accordance with Table 2.5-1
for wind or seismic motion perpendicular to ridge and
Table 2.5-2 for wind or seismic motion parallel to ridge.
Design loads shall be distributed to the various vertical
elements of the seismic force-resisting system in the story
under consideration, based on the relative lateral stiffness
of the vertical resisting elements and the diaphragm.
2.4.4.3 Sheathing Edge Support
2.4.3.1 Wood Studs
All shearwall sheathing edges shall be supported.
Interior non-loadbearing studs shall be of adequate
size and spacing to carry the weight of the applied finish.
2.5 Roof Systems
2.5.1 Wood Rafter Systems
2.5.1.1 Rafters
Rafters shall be in accordance with the requirements
of Table 2.14A-D.
2.5.1.1.1 Jack Rafters Jack rafters shall be in accordance with 2.5.1.1.
2.5.1.1.2 Rafter Overhangs Rafter overhangs shall
not exceed the lesser of one-third of the rafter span or 2
feet (see Figure 2.1f).
2.5.1.1.3 Rake Overhangs Rake overhang outlookers
shall use continuous 2x4 purlins connected in accordance
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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ENGINEERED DESIGN
with 2.2.6.8. Rake overhangs shall not exceed the lesser
of one-half of the purlin length or 2 feet (see Figure 2.1g).
EXCEPTION: Rake overhangs using lookout
blocks shall not exceed 1 foot (see Figure 2.1h).
2.5.1.1.4 Notching and Boring Notches in the top
or bottom edge of rafters shall not be located in the middle
one-third of the rafter span. Notches in the outer thirds of
the span shall not exceed one-sixth of the actual rafter
depth. Where notches are made at the supports, they shall
not exceed one-fourth the actual rafter depth. Bored holes
are limited in diameter to one-third the actual rafter depth
and the edge of the hole shall not be closer than 2 inches
to the top or bottom edge of the rafter (see Figure 3.3a).
tie between exterior walls. Ceiling joist/rafter tie
to rafter connections to resist thrust loads shall be
in accordance with the requirements of Table 2.3
(see Figures 3.10b-c). Rafter spans shall be adjusted in accordance with the footnotes in Tables
2.14A-D (see Figure 3.10c).
2.5.1.5 Hip and Valley Beams
Hip and valley beams shall be in accordance with the
requirements of Table 2.17.
2.5.1.6 Ceiling Joists
Ceiling joists shall be in accordance with the requirements of Tables 2.12A-B or Tables 2.13A-B, and shall be
braced in accordance with 2.3.1.4.
2.5.1.2 Bearing
2.5.1.7 Open Ceilings
Rafters shall bear directly on beams, girders, ledgers,
or loadbearing walls or be supported by hangers or framing anchors.
Where ceiling joists and roof ties are omitted and
rafters are used to create an open (cathedral) ceiling, rafter
ends shall be supported on bearing walls, headers, or ridge
beams. Rafters shall be attached to the support at each
end in accordance with 2.2.
2.5.1.3 End Restraint
Where the nominal depth-to-thickness ratio of a rafter
exceeds 3, restraint against twisting shall be provided at
the end of each rafter by fastening to a rim board or by
using full-height blocking between rafter ends. Fasteners
for end restraint shall be capable of resisting a 300 inchpound twisting moment.
EXCEPTION: When ceiling joists are attached
directly to rafters, the combined bearing thickness
of the ceiling joist and rafter shall be used to determine the depth-to-thickness ratio.
2.5.1.4 Ridge Beams
Rafters shall be supported on bearing walls, headers,
or ridge beams. When ridge beams are used, beams shall
be in accordance with the capacity requirements of Table
2.16. Rafters shall bear directly on the ridge beam or be
supported by hangers or framing anchors. Ceiling joists
or rafter ties shall not be required where a ridge beam is
provided (see Figure 3.10a).
EXCEPTION: A ridge board shall be permitted
to be substituted for a ridge beam when the roof
slope equals or exceeds 3 in 12. The ridge board
shall be at least 1 inch nominal in thickness and
not less than the depth of the cut end of the rafter.
The rafters shall be placed directly opposite each
other. Ceiling joists or rafter ties in accordance
with 2.5.1.6 shall be used to provide a continuous
2.5.1.8 Roof Openings
Framing around roof openings shall be designed to
transfer loads to adjacent framing members that are designed to support the additional concentrated loads.
Fasteners, connections, and stiffeners shall be designed
for the loading conditions.
2.5.2 Wood I-Joist Roof Systems
2.5.2.1 Roof I-Joists
I-joist roof systems shall be in accordance with this
section, the governing building code, and any additional
requirements as set forth in the manufacturer’s code evaluation report. Single and continuous span I-joists shall be
in accordance with the requirements of Table 2.15 A-D.
2.5.2.1.1 Jack Rafters Jack rafters shall be in accordance with 2.5.2.1.
2.5.2.1.2 I-Joist Overhangs I-joist overhangs shall
not exceed 2 feet, and shall be in accordance with 2.5.2.1
(see Figures 2.11a-d).
2.5.2.1.3 Rake Overhangs Rake overhangs shall not
exceed 2 feet, and shall be in accordance with 2.5.2.1 (see
Figure 2.11e).
2.5.2.1.4 Notching and Boring Notching or boring
of I-joist flanges shall not be permitted. Holes in I-joist
webs shall be in accordance with 2.5.2.1.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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2.5.2.2 Bearing
I-joists shall bear directly on beams, girders, ledgers,
or loadbearing walls or be supported by hangers (see Figures 2.10a-d and 2.11a-d). Required I-joist bearing
capacity shall not be less than specified in Table 2.15AD.
27
d, 2.17a-b, and 2.18a-b). Wood roof trusses other than
metal plate connected roof trusses shall be designed in
accordance with AF&PA’s National Design Specification
for Wood Construction (NDS).
2.5.3.1.1 Notching and Boring Notching, boring or
the removal of roof truss chords or webs shall not be permitted without approval from the truss designer.
Restraint against twisting shall be provided at the end
of each I-joist by fastening to a rim board or by using fullheight blocking between I-joist ends (see Figures 2.10a-c
and 2.11a,c,d). Framing details for end restraint shall be
installed in accordance with 2.5.2.1.
2.5.3.2 Bearing
2.5.2.4 Bridging and Web Stiffeners
2.5.3.3 End Restraint
When required, bridging and web stiffeners shall be
installed in accordance with 2.5.2.1.
Restraint against twisting shall be provided at the end
of each truss by fastening to a rim, bandjoist, header, or
other member or by using full-height blocking between
truss ends. Framing details shall be provided in a manner
consistent with the guidelines provided in TPI’s Commentary and Recommendations for Handling, Installing and
Bracing Metal Plate Connected Wood Trusses, HIB-91,
or National Design Standard for Metal Plate Connected
Wood Truss Construction, ANSI/TPI 1, or 2.5.3.1.
2.5.2.5 Ridge Beams
I-joists shall be supported on bearing walls, headers,
or ridge beams. When ridge beams are used (see Figures
2.10a-c), beams shall be in accordance with the capacity
requirements of Table 2.16. I-joists shall bear directly on
the ridge beam or be supported by hangers or framing
anchors.
Roof trusses shall bear directly on beams, girders, ledgers, or loadbearing walls or be supported by hangers or
framing anchors. Truss bearing shall not be less than the
design requirements.
ENGINEERED DESIGN
2.5.2.3 End Restraint
2
2.5.3.4 Chord and Web Bracing
2.5.2.6 Hip and Valley Beams
Hip and valley beams shall be in accordance with the
requirements of Table 2.17.
2.5.2.7 Ceiling Joists
Single and continuous span ceiling joists shall be in
accordance with the requirements of Tables 2.12A-B or
Tables 2.13A-B. Ceiling I-joists shall comply with 2.5.2.1
and be installed in accordance with 2.3.2. Ceiling joists
are not required for I-joist roof systems.
2.5.2.8 Roof Openings
Framing around roof openings shall be in accordance
with 2.5.2.1.
2.5.3 Wood Roof Truss Systems
Chord and web bracing shall be provided in a manner
consistent with the guidelines provided in TPI’s Commentary and Recommendations for Handling, Installing and
Bracing Metal Plate Connected Wood Trusses, HIB-91,
or National Design Standard for Metal Plate Connected
Wood Truss Construction, ANSI/TPI 1, or, and the bracing requirements specified in the construction design
documents.
2.5.3.5 Roof Openings
Framing around roof openings shall be designed to
transfer loads to adjacent framing members that are designed to support the additional concentrated loads.
Fasteners, connections, and stiffeners shall be designed
for the loading conditions.
2.5.4 Roof Sheathing
2.5.3.1 Roof Trusses
Wood roof truss systems shall be in accordance with
this section, the governing building code, the truss design
drawings, and any additional requirements as set forth in
the manufacturer’s code evaluation report. The design of
metal plate connected roof trusses shall comply with TPI’s
National Design Standard for Metal Plate Connected
Wood Truss Construction, ANSI/TPI 1 (see Figures 2.16a-
2.5.4.1 Sheathing Spans
Roofs shall be fully sheathed with sheathing capable
of resisting and transferring the applied gravity loads and
wind suction loads specified in Table 2.4 to the roof framing members. Sheathing shall be continuous over two or
more spans.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
2.5.4.2 Shear Capacity
2.5.4.3 Sheathing Edge Support
Roof sheathing and fasteners shall be capable of resisting the total shear loads calculated in Table 2.5-1 for
wind or seismic motion perpendicular to the ridge and
Table 2.5-2 for wind or seismic motion parallel to ridge.
2.5.4.2.1 Diaphragm Chords Diaphragm chords
shall be continuous for the full length of the diaphragm.
Diaphragm members and chord splices shall be capable
of resisting the chord forces, calculated by the following
equation:
Edges of all 3/8-inch structural panel roof sheathing,
or 7/16-inch structural panel roof sheathing supported at
24 inches on center, shall be supported with blocking or
edge clips.
T =
vL
4
2.5.5 Roof Diaphragm Bracing
Framing and connections shall be provided, at panel
edges perpendicular ro roof framing members, to transfer
the lateral wind loads from the exterior wall to the roof
diaphragm assembly in accordance with the requirements
of Table 2.1 (see Figure 2.3).
where:
T = Chord force, lbs.
v = Required unit shear capacity of the floor
diaphragm, plf
EXCEPTION: When an attic floor or ceiling
diaphragm is used to brace the gable endwall or
when a hip roof system is used, additional roof
diaphragm blocking is not required.
L = Floor diaphragm dimension perpendicular to the
lateral load, ft.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
29
List of Figures
Cantilever With Loadbearing Wall or
Shearwall .......................................................... 31
2.1b
Cantilever With Non-Loadbearing
Non-Shearwall ................................................. 31
2.1c
Cantilever With Loadbearing Wall or
Shearwall - Designed for Additional Load
When Cantilever > d ........................................ 32
2.1d
Setback Limits for Loadbearing Wall or
Shearwall .......................................................... 32
2.1e
Setback Limits for Loadbearing Wall or
Shearwall - Designed for Additional Load
When Offset > d ............................................... 33
2.1f
Rafter Overhang Limits ................................... 33
2.1g
Rake Overhang Limits - Outlookers ................ 34
2.1h
Rake Overhang Limits - Lookout Blocks ........ 35
2.2a
Typical Lateral Framing Connections .............. 36
2.2b
Shear Connection Locations ............................ 37
2.2c
Typical Wind Uplift Connections .................... 38
2.2d
Overturning Detail ........................................... 39
2.3
Endwall Blocking Detail .................................. 40
2.5c
I-Joist Bevel Cut ............................................... 43
2.6a
I-Joist Floor Header ......................................... 44
2.6b
I-Joist Floor Header With Filler Block
Between Double Trimmers .............................. 44
2.6c
Stair Stringer Connection to I-Joist Floor
System .............................................................. 45
2.7
I-Joist Supported by Hangers Attached to
Interior Beam ................................................... 45
2.8
I-Joist Web Stiffener Attachment at Bearing
Points ................................................................ 46
2.9a
Typical I-Joist Cantilever Supporting
Uniform Loads ................................................. 47
2.9b
Lumber Cantilever Attached to I-Joist ............. 47
2.10a Rafter Ridge Blocking and Uplift Strap for
I-Joist Bearing on a Ridge Beam ..................... 48
2.10b Hanger and Uplift Strap for I-Joist Attached
to Side of Ridge Beam ..................................... 48
2.10c Filler Block and Ridge Blocking for I-Joist
Bearing on Ridge Beam ................................... 48
2.10d I-Joist Connection to Header at Roof
Opening ............................................................ 48
I-Joist
2.11a I-Joist Roof Rafter Bearing on Exterior Wall
With Top Chord Overhang ............................... 49
2.4a
I-Joist Bearing on Wall With Blocking as
End Restraint .................................................... 41
2.11b I-Joist Roof Rafter Bearing on Exterior Wall
With Lumber Overhang ................................... 49
2.4b
I-Joist Bearing on Wall With Rim Joist as
End Restraint .................................................... 41
2.11c I-Joist Roof Rafter Bearing on Beveled Plate .. 49
2.4c
Continuous I-Joist Over a Bearing Wall
Supporting a Wall Above ................................. 41
2.4d
Vertical Wall Offset on I-Joist Floor
Assembly .......................................................... 42
2.4e
Continuous Cantilevered I-Joist Over a
Bearing Wall Supporting a Wall Above ........... 42
2.5a
I-Joist Connection to Sill Plate ........................ 43
2.5b
Column Load Transfer Through I-Joist Floor
System to Foundation ....................................... 43
2
ENGINEERED DESIGN
2.1a
2.11d I-Joist Roof Rafter Bearing on Exterior Wall
With Top Chord and Lumber Overhang .......... 50
2.11e Gable End Rake Overhang Outlookers
Attached to I-Joist Roof Rafter ........................ 50
Trusses
2.12a Bottom Chord Bearing on Exterior Wall ......... 51
2.12b Bottom Chord Bearing on Interior Wall........... 51
2.12c Top Chord Bearing on Interior Wall ............... 51
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
2.12d Top Chord Bearing on Exterior Wall ............... 51
2.12e Interior Pocket Bearing .................................... 51
2.12f Top Chord Bearing Truss on Ledger ................ 52
2.12g Bottom Chord Bearing Truss in Hanger .......... 52
2.13a Truss Cantilever Detail .................................... 53
2.13b Truss Cantilever Detail .................................... 53
2.14
Truss Strongback Details ................................. 54
2.15a Blocking in Floor Space at End Bearing
Truss With Band............................................... 55
2.15b Blocking in Floor Space at Interior
Loadbearing Walls ........................................... 56
2.15c Blocking in Floor Space at Floor Elevation
Change ............................................................. 57
2.16a Roof Truss Overhang ....................................... 58
2.16b Roof Truss Overhang and Cantilever ............... 58
2.16c Roof Truss Overhang and Cantilever ............... 58
2.16d Roof Truss Overhang With Level Return ........ 58
2.17a Plan and Isometric of Jack Truss System ......... 59
2.17b Plan and Isometric of Step Down Truss
System .............................................................. 60
2.18a Roof Intersection with Valley Fill .................... 61
2.18b Total Roof Truss System .................................. 61
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
Figure 2.1a
31
Cantilever With Loadbearing Wall or Shearwall (see 2.1.3.2c)
2
ENGINEERED DESIGN
Figure 2.1b
Cantilever With Non-Loadbearing Non-Shearwall (see 2.1.3.2c)
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.1c
Cantilever With Loadbearing Wall or Shearwall - Designed for
Additional Load When Cantilever > d (see 2.1.3.2c)
Figure 2.1d
Setback Limits for Loadbearing Wall or Shearwall (see 2.1.3.2d)
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Figure 2.1e
33
Setback Limits for Loadbearing Wall or Shearwall - Designed for
Additional Load When Offset > d (see 2.1.3.2d)
2
ENGINEERED DESIGN
Figure 2.1f
Rafter Overhang Limits (see 2.1.3.4c)
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Figure 2.1g
ENGINEERED DESIGN
Rake Overhang Limits - Outlookers (see 2.1.3.4c)
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Figure 2.1h
35
Rake Overhang Limits - Lookout Blocks (see 2.1.3.4c & 3.1.3.4c)
2
ENGINEERED DESIGN
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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36
Figure 2.2a
ENGINEERED DESIGN
Typical Lateral Framing Connections
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Figure 2.2b
37
Shear Connection Locations
2
ENGINEERED DESIGN
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.2c
Typical Wind Uplift Connections
CROSS SECTION
CEILING
JOIST
END VIEW
STUD
RA
FT
ER
STUD
FLOOR
JOIST
FLOOR
JOIST
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Figure 2.2d
39
Overturning Detail
2
ENGINEERED DESIGN
V
L
h
v
C
T
=
=
=
=
=
=
Shear force (lbs.)
Length (ft.)
Height (ft.)
Required unit shear capacity (plf)
Compression force in end member (lbs.)
Tension force in end member
Required holddown capacity (lbs.)
v
T
=
=
V/L
v· h
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Figure 2.3
ENGINEERED DESIGN
Endwall Blocking Detail
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
Figure 2.4a
I-Joist Bearing on Wall
With Blocking as End
Restraint
Figure 2.4b
41
I-Joist Bearing on Wall
With Rim Joist as End
Restraint
2
ENGINEERED DESIGN
Figure 2.4c
Continuous I-Joist Over a Bearing Wall Supporting a Wall Above
AMERICAN FOREST & PAPER ASSOCIATION
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IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.4d
Vertical Wall Offset on I-Joist Floor Assembly
Figure 2.4e
Continuous Cantilevered I-Joist Over a Bearing Wall Supporting a
Wall Above
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Figure 2.5a
I-Joist Connection to Sill
Plate
Figure 2.5b
43
Column Load Transfer
Through I-Joist Floor
System to Foundation
2
ENGINEERED DESIGN
Figure 2.5c
I-Joist Bevel Cut
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.6a
I-Joist Floor Header
Figure 2.6b
I-Joist Floor Header With Filler Block Between Double Trimmers
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Figure 2.6c
45
Stair Stringer Connection to I-Joist Floor System
2
ENGINEERED DESIGN
Figure 2.7
I-Joist Supported by Hangers Attached to Interior Beam
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Figure 2.8
ENGINEERED DESIGN
I-Joist Web Stiffener Attachment at Bearing Points
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Figure 2.9a
47
Typical I-Joist Cantilever Supporting Uniform Loads
2
ENGINEERED DESIGN
Figure 2.9b
Lumber Cantilever Attached to I-Joist
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCM C2b.PMD
47
9/20/2003, 9:37 AM
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48
ENGINEERED DESIGN
Figure 2.10a Rafter Ridge Blocking
and Uplift Strap for
I-Joist Bearing on a
Ridge Beam
Metal tie strap may
be required for slopes
exceeding 7/12.
Wood
beam.
Blocking
Double beveled
wood plate.
Figure 2.10b Hanger and Uplift Strap
for I-Joist Attached to
Side of Ridge Beam
Wood beam.
Figure 2.10c Filler Block and Ridge
Blocking for I-Joist
Bearing on Ridge Beam
Sloped seat
joist hanger.
Metal tie strap may
be required for slopes
exceeding 7/12.
Beveled web
stiffener each
side where
required.
Figure 2.10d I-Joist Connection to
Header at Roof Opening
Backer block
on both sides.
Sloped seat
joist hanger.
Backer block.
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
49
Figure 2.11a I-Joist Roof Rafter Bearing on Exterior Wall With Top Chord
Overhang
2
Web stiffener when
required each side.
ENGINEERED DESIGN
Check code for
ventilation
requirements.
2x4 blocking
for soffit support.
Figure 2.11b I-Joist Roof Rafter
Bearing on Exterior Wall
With Lumber Overhang
Blocking
removed for
clarity.
Nailing per
manufacturer's
requirements.
Single or double
2x outrigger.
Backer block
behind
outrigger.
24
"
ma
x.
Figure 2.11c I-Joist Roof Rafter
Bearing on Beveled Plate
Beveled plate for slope greater
than 1/4/12. (for 31/2" bearing
length). For slopes greater than
4/12 additional connectors may
be required.
Check code for
ventilation
requirements.
2x block
for outrigger
support.
M
24
1. inim
"m
len 5 x um
ax
c
gt an
.
h
til
ev
er
Special sloped seat bearing hardware
can be used in lieu of beveled plate
in some sloped applications.
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.11d I-Joist Roof Rafter Bearing on Exterior Wall With Top Chord and
Lumber Overhang
Single or double
2x outrigger.
Nailing per
manufacturer's
requirements.
Minimum
1.5 x cantilever
length
Check code
for ventilation
requirements.
24
2x cripple
"m
block and web
ax
.
stiffener on opposite side.
Figure 2.11e Gable End Rake Overhang Outlookers Attached to I-Joist Roof
Rafter
2x-outlooker. Notch
around joist flange.
Joist
End wall
equal
equal
(24" max.)
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Figure 2.12a Bottom Chord Bearing on
Exterior Wall
51
Figure 2.12b Bottom Chord Bearing on
Interior Wall
2
ENGINEERED DESIGN
Figure 2.12c Top Chord Bearing on
Interior Wall
Figure 2.12d Top Chord Bearing on
Exterior Wall
Figure 2.12e Interior Pocket Bearing
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.12f Top Chord Bearing Truss on Ledger
Girder truss
2x Ledger
Figure 2.12g Bottom Chord Bearing Truss in Hanger
Flush support
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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53
Figure 2.13a Truss Cantilever Detail
2
2x Band
Rim board or
wood structural panel
continuous sheathing
ENGINEERED DESIGN
2x Band
2x Band
Figure 2.13b Truss Cantilever Detail
2x Band
Rim board or
wood structural
panel continuous
sheathing
2x Band
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Figure 2.14
ENGINEERED DESIGN
Truss Strongback Details
(2)16d Nails at top & bottom
of 2x4 vertical block
2x6 (Min.) Strongback,
restrained at each end.
Secure w/(3)16d nails
at each vertical block.
STRONGBACKS MAY BE USED TO ENHANCE FLOOR PERFORMANCE
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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55
Figure 2.15a Blocking in Floor Space at End Bearing Truss With Band
2
ENGINEERED DESIGN
Wal
l
Win
dow
Ope /Door
ning
Bloc
unde king lo
c
tran r studs ated
sfer
to
or fl
oor roof, wa
uppe
lo
l
r sto ads fro l,
m
ries
Ban
d
Rim
cont board o
r
shea inuous
thin
g
Floo
trus r
s
Wal
l
Soli
d
unde blocki
ng
r jac
k st
uds
Con
t
to f inuous
ound
lo
atio ad pat
h
n
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.15b Blocking in Floor Space at Interior Loadbearing Walls
Wal
l
Do
Ope or
ning
Bloc
k
unde ing loc
r
tran studs ated
s
wall fer roo to
f,
, or
load
f
s fro loor
uppe
m
r sto
ries
Floo
trus r
s
Wal
l
Soli
d
unde blocki
ng
r jac
k st
ud s
Con
t
to f inuous
ound
lo
atio ad pat
h
n
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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57
Figure 2.15c Blocking in Floor Space at Floor Elevation Change
2
ENGINEERED DESIGN
Ope
ning
Wal
l
Floo
r
trus
s
Low
e
floo r
r
trus
s
Kne
ewa
ll
Ledg
er
Wal
l
Soli
d
unde blocki
ng
r jac
k st
uds
Con
ti
to f nuous l
ound
o
atio ad path
n
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.16a Roof Truss Overhang
Figure 2.16b Roof Truss Overhang and
Cantilever
Overhang
Overhang
Figure 2.16c Roof Truss Overhang and
Cantilever
Cantilever
Figure 2.16d Roof Truss Overhang
With Level Return
Wedge
Overhang
Overhang with Level
Return
Cantilever
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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59
Figure 2.17a Plan and Isometric of Jack Truss System
2
ENGINEERED DESIGN
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Figure 2.17b Plan and Isometric of Step Down Truss System
AMERICAN WOOD COUNCIL
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61
Figure 2.18a Roof Intersection with Valley Fill
2
ENGINEERED DESIGN
Figure 2.18b Total Roof Truss System
AMERICAN FOREST & PAPER ASSOCIATION
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IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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63
List of Tables
2.10
Exterior Wall Induced Moments from Wind
Loads ................................................................ 86
2.2A Uplift Connection Loads from Wind ............... 65
2.11
Loadbearing Wall Loads from Snow or Live
Loads ................................................................ 87
2.2B Ridge Connection Loads from Wind ............... 66
2.2C Rake Overhang Outlooker Uplift Connection
Loads ................................................................ 67
2.3
Thrust Connection Loads ................................. 68
2.4
Roof and Wall Sheathing Suction Loads ......... 69
2.5-1 Shear Loads for Roof Diaphragms, Shearwalls,
and Floor Diaphragms - Wind and Seismic
Motion Perpendicular to Ridge ........................ 70
2.5-2 Shear Loads for Roof Diaphragms, Shearwalls,
and Floor Diaphragms - Wind and Seismic
Motion Parallel to Ridge .................................. 71
2.5A Lateral Diaphragm Loads from Wind Perpendicular to Ridge - Roof and Floor
Shear................................................................. 72
2.5B Lateral Diaphragm Loads from Wind Parallel to Ridge - Roof and Floor Shear ......... 73
2.5C Lateral Diaphragm Loads from Seismic Roof and Floor Shear ....................................... 74
2.6
Lateral Diaphragm Loads from Wind Parallel to Ridge - Bracing Gable Endwall ...... 75
2.7A Floor Joist Spans for 30 psf Live Load Sleeping Areas ................................................. 76
2.7B Floor Joist Spans for 40 psf Live Load Living Areas ..................................................... 77
2.12A Ceiling Joist Spans for 10 psf Live Load
(Uninhabitable Attics Without Storage) .......... 88
2.12B Ceiling Joist Spans for 20 psf Live Load
(Uninhabitable Attics With Limited Storage) .. 89
2.13A Ceiling Framing Capacity Requirements
for 10 psf Live Load (Uninhabitable Attics
Without Storage) .............................................. 90
2.13B Ceiling Framing Capacity Requirements
for 20 psf Live Load (Uninhabitable Attics
With Limited Storage) ...................................... 91
2.14A Rafter Spans for 20 psf Live Load ................... 93
2.14B Rafter Spans for 30 psf Ground Snow Load .... 94
2.14C Rafter Spans for 50 psf Ground Snow Load .... 95
2.14D Rafter Spans for 70 psf Ground Snow Load .... 96
2.15A Roof Framing Capacity Requirements for
20 psf Roof Live Load ..................................... 98
2.15B Roof Framing Capacity Requirements for
30 psf Ground Snow Load ............................... 99
2.15C Roof Framing Capacity Requirements for
50 psf Ground Snow Load ............................. 100
2.15D Roof Framing Capacity Requirements for
70 psf Ground Snow Load ............................. 101
2.16
Ridge Beam Capacity Requirements for
Interior Center Bearing Roof and Ceiling ...... 103
2.17
Hip and Valley Beam Capacity Requirements .. 104
2.7C Floor Joist Bearing Stresses for Floor Loads ... 78
2.8A Floor Framing Capacity Requirements for
30 psf Live Load (Sleeping Areas) .................. 79
2
ENGINEERED DESIGN
Lateral Framing Connection Loads
from Wind ........................................................ 64
2.1
2.8B Floor Framing Capacity Requirements for
40 psf Live Load (Living Areas) ..................... 80
2.9A Exterior Wall Stud Bending Stresses from
Wind Loads ...................................................... 82
2.9B Exterior Wall Stud Compression Stresses ........ 84
2.9C Interior Loadbearing Wall Stud Compression
Stresses from Live Loads ................................. 85
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Table 2.1
Lateral Framing Connection Loads from Wind
(For Roof-to-Plate, Plate-to-Plate, Plate-to-Stud, and Plate-to-Floor)
Three Second Gust
Wind Speed (mph)
85
90
100
120
130
140
150
Unit Framing Loads (plf)1,2,3,4
Wall Height (ft.)
1
110
8
66
74
92
111
132
155
180
206
10
79
89
109
132
157
185
214
246
12
91
102
126
152
181
213
247
283
14
102
115
142
171
204
239
278
319
16
113
127
157
190
226
265
307
353
18
124
139
171
207
247
290
336
385
20
134
150
185
224
267
313
363
417
Tabulated framing loads shall be permitted to be multiplied by 0.92 for framing not located within 3 feet of corners for buildings less
than 30 feet in width (W), or within W/10 of corners for buildings greater than 30 feet in width.
2
Tabulated framing loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other
exposures, the tabulated values shall be multiplied by the appropriate adjustment factor in Table 1.1.
3
Tabulated framing loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated
unit lateral framing load by the multiplier from the table below corresponding to the spacing of the connection:
Connection Spacing (in.)
16
19.2
24
48
FLOOR JOIST
STUD
4
12
Multiplier
1.00
1.33
1.60
2.00
4.00
When calculating lateral loads for ends of headers/girders, multiply the tabulated unit lateral load by ½ of the header girder span (ft.).
LATERAL
FRAMING
LOADS
FLOOR JOIST
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WOOD FRAME CONSTRUCTION MANUAL
Table 2.2A
65
Uplift Connection Loads from Wind
(For Roof-to-Wall, Wall-to-Wall, and Wall-to-Foundation)
Three Second Gust Wind Speed (mph)
85
90
Roof/Ceiling Assembly Design
Roof Span (ft.)
Dead Load
10 psf
15 psf
20 psf
25 psf
110
120
130
140
150
2
Unit Connection Loads (plf)1,2,3,4,5,6,7,8
12
119
134
165
199
237
279
323
371
24
196
219
271
328
390
458
531
610
36
273
306
378
457
544
639
741
850
48
350
393
485
587
698
820
951
1091
60
428
480
592
717
853
1001
1161
1333
12
71
86
117
151
189
231
275
323
24
112
135
187
244
306
374
447
526
36
153
186
258
337
424
519
621
730
48
194
237
329
431
542
664
795
935
60
236
288
400
525
661
809
969
1141
12
47
62
93
127
165
207
251
299
24
70
93
145
202
264
332
405
484
36
93
126
198
277
364
459
561
670
48
116
159
251
353
464
586
717
857
60
140
192
304
429
565
713
873
1045
12
23
38
69
103
141
183
227
275
24
28
51
103
160
222
290
363
442
36
33
66
138
217
304
399
501
610
48
38
81
173
275
386
508
639
779
60
44
96
208
333
469
617
777
949
12
-
14
45
79
117
159
203
251
24
-
9
61
118
180
248
321
400
36
-
6
78
157
244
339
441
550
48
-
3
95
197
308
430
561
701
ENGINEERED DESIGN
0 psf 8
100
60
0
112
237
373
521
681
853
Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located
within 6 feet of corners for buildings less than 30 feet in width (W), or W/5 for buildings greater than 30 feet in
width.
1
2
Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For
buildings located in other exposures, the tabulated values for 0 psf roof dead load shall be multiplied by the
appropriate adjustment factor in Table 1.1 then reduced by the appropriate design dead load.
3
Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements,
multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the
connectors:
Connection Spacing (in.)
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load.
Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall
or wall-to-foundation connections, tabulated uplift values shall be permitted to be reduced by 60 plf (0.60 x 100
plf) for each full wall above.
4
5
6
When calculating uplift loads for ends of headers/girders, multiply the tabulated unit uplift load by 1/2 of the
header/girder span (ft.). Cripple studs need only be attached per typical uplift requirements.
For jack rafter uplift connections, use a roof span equal to twice the jack rafter length. The jack rafter length
includes the overhang length and the jack span.
Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead
loads.
7
8
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66
ENGINEERED DESIGN
Table 2.2B
Ridge Connection Loads from Wind
Dead Load Assumptions: Roof Assembly DL = 10 psf
Three Second Gust Wind Speed (mph)
Roof Pitch
3:12
4:12
5:12
6:12
7:12-12:12
1
85
90
100
Roof Span
(ft.)
110
120
130
140
150
390
1,2,3,4,5
Unit Connection Loads (plf)
12
76
94
133
177
224
275
331
24
153
189
267
353
448
550
661
780
36
229
283
400
530
671
825
992
1170
48
306
377
534
706
895
1100
1322
1561
60
382
472
667
883
1119
1376
1653
1951
12
65
79
111
145
183
224
269
317
24
130
159
222
291
367
449
538
633
36
195
238
332
436
550
673
807
950
48
260
318
443
581
733
898
1076
1267
60
325
397
554
727
916
1122
1345
1584
12
51
62
87
114
144
176
211
249
24
101
124
173
228
287
352
422
497
36
152
186
260
341
431
528
633
746
48
202
248
346
455
575
704
844
995
60
253
309
433
569
718
880
1055
1244
12
47
57
79
103
130
159
190
223
24
94
115
158
207
260
317
379
446
36
142
172
237
310
389
476
569
669
48
189
229
317
413
519
634
759
892
60
236
286
396
517
649
793
949
1115
12
49
57
75
97
122
148
177
207
24
97
113
150
194
243
296
353
415
36
146
170
225
292
365
444
530
622
48
194
226
300
389
486
592
706
829
60
243
283
375
486
608
740
883
1036
Tabulated ridge connection loads shall be permitted to be multiplied by 0.70 for framing not located within 6 feet of corners for
buildings less than 30 feet in width (W), or W/5 for buildings greater than 30 feet in width.
2
Tabulated ridge connection loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings
located in other exposures, the tabulated values shall be multiplied by the appropriate adjustment factor in Table 1.1.
3
Tabulated ridge connection loads are specified in pounds per linear foot of ridge. To determine connection requirements,
multiply the tabulated ridge connection load by the multiplier from the table below corresponding to the spacing of the
connectors:
Ridge Connection Spacing (in.)
4
5
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
Tabulated ridge connection loads assume 0.6 of the roof assembly design dead load (0.6 x 10 psf).
For buildings with roof slopes of less than 3:12, the roof framing members shall be attached to the ridge beam with connectors in
accordance with Table 2.2A.
T
T
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 2.2C
Rake Overhang Outlooker Uplift Connection Loads
Three
Three Second
Second Gust Wind
Speed (mph)
(mph)
Speed
85
90
100
22
33
44
120
130
140
150
2
187
209
258
312
372
436
506
249
279
344
417
496
582
675
581
775
24
373
418
517
625
744
873
1012
1162 44
Tabulated outlooker uplift connection loads assume
assume aa building
building located
located in
in Exposure
ExposureBBwith
withaamean
meanroof
roofheight
heightofof33
33feet.
feet. For
For
buildings located
located in
in other
other exposures,
buildings
exposures, or
or with
with mean
mean roof
roof heights
heights less
less than
than 33
33feet,
feet,the
thetabulated
tabulatedvalues
valuesshall
shallbe
bemultiplied
multipliedby
by
the appropriate adjustment factor in Table 1.1.
the appropriate adjustment factor in Table 1.1.
Tabulated outlooker uplift connection loads are
are based
based on
on 22 foot
foot overhangs.
overhangs. For
Foroverhangs
overhangsless
lessthan
than22feet,
feet,tabulated
tabulatedvalues
values
2
shall be permitted to be multiplied by [(2' + OH)/4'] 2 (OH measured in feet).
feet).
For overhangs located in Zone 2 per the figures
figures of
of Table
Table 2.4,
2.4, tabulated
tabulated uplift
upliftloads
loadsshall
shallbe
bepermitted
permittedtotobe
bemultiplied
multipliedby
by0.65.
Outlooker length shall be limited to 20 inches.
inches.
4” o.c. Nail Spacing
ENGINEERED DESIGN
12
16
110
Uplift Connection
Connection Loads (lbs.)1,2,3,4
Uplift
Outlooker Spacing (in.)
Outlooker
11
67
Connection per Section 2.2.2.1 &2.2.6.5
4’ Perimeter Zone
panel field nailing
L
4’ Perimeter Zone
panel edge nailing
Lesser of
L/2 or 2’
Required
Blocking
Minimum 2x4 Outlooker
Gable Endwall
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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ENGINEERED DESIGN
Table 2.3
Thrust Connection Loads
(For Rafter to Ceiling Joist Heel Joint)
Dead Load Assumptions: Roof Assembly DL = 10 psf
Ground Snow Load or
Roof Live Load
20 psf RLL
30 psf GSL
50 psf GSL
70 psf GSL
Roof Span (ft.)
12
Roof Pitch
1
2
3
20
28
36
12
20
28
36
12
20
28
36
12
20
28
36
1,2,3,4,5
Thrust Connection Load (plf)
3:12
360
600
840
1080
397
662
927
1192
582
970
1358 1746
767
1278 1789 2300
4:12
270
450
630
810
298
497
695
894
437
728
1019 1310
575
959
1342 1725
5:12
216
360
504
648
238
397
556
715
349
582
815
1048
460
767
1074 1380
6:12
180
300
420
540
199
331
463
596
291
485
679
873
383
639
895
1150
7:12
154
257
360
463
170
284
397
511
249
416
582
748
329
548
767
986
8:12
135
225
315
405
149
248
348
447
218
364
509
655
288
479
671
863
9:12
120
200
280
360
132
221
309
397
194
323
453
582
256
426
596
767
10:12
108
180
252
324
119
199
278
357
175
291
407
524
230
383
537
690
11:12
98
164
229
295
108
181
253
325
159
265
370
476
209
349
488
627
12:12
90
150 210 270
99
166 232 298 146 243 340 437 192 320 447 575
Heel joint thrust connections are not required when the ridge is supported by a loadbearing wall, header, or ridge beam designed to
resist the applied loads.
When intermediate support of the rafter is provided by vertical struts or purlins to a loadbearing wall, the tabulated heel joint
connection requirements shall be permitted to be reduced proportionally to the reduction in span.
Tabulated thrust connection loads are specified in pounds per linear foot of top plate. To determine connection requirements,
multiply the tabulated thrust connection load by the multiplier from the table below corresponding to the spacing of the connectors:
Thrust Connection Spacing (in.)
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
4
Ceiling joist lap splices shall be capable of resisting the tabulated thrust connection loads.
5
Tabulated thrust connection loads assume ceiling joists or rafter ties are located at the bottom of the attic space. Tabulated thrust
connection loads do not include the additional weight of the ceiling assembly. When ceiling joists or rafter ties are located higher in
the attic space, no attic storage is assumed, and the tabulated thrust connection loads shall be calculated by the following equation:
Treq = Ttabulated / [1-(HC/HR)]
where:
Treq
=
Actual thrust connection load
Ttabulated
=
Tabulated thrust connection load
HC
=
Ceiling height in attic space (Measured from top plate)
HR
=
Roof ridge height (Measured from top plate)
HR
HC
T
T
Note: Lateral deflection of the rafter below the rafter ties may exceed 3/4 inch when rafter ties are located above one-third of the
ridge height, HR, or when HC is greater than 2 feet and may require additional consideration.
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 2.4
69
Roof and Wall Sheathing Suction Loads
(For Sheathing and Sheathing Attachment)
Three Second Gust
Wind Speed (mph)
85
90
100
110
120
130
140
150
41.6
2
Dual Slope Roof
Suction Pressure (psf)2
Zone 1
13.4
15.0
18.5
22.4
26.6
31.2
36.2
Zone 2
25.8
28.9
35.7
43.2
51.4
60.4
70.0
80.4
Zone 3
33.7
37.8
46.7
56.5
67.2
78.9
91.5
105.0
Zone 3 Overhang
41.9
47.0
58.0
70.1
83.5
98.0
113.6
130.4
Zone 4
14.5
16.2
20.1
24.3
28.9
33.9
39.3
1
45.1
Zone 5
17.9
20.1
24.8
30.0
35.6
41.8
48.5
55.7
The dimension, Z, is measured as 10% of the minimum building dimension, but not less than 3 feet.
2
Tabulated framing loads assume a building located in Exposure B with a mean roof height of 33 feet.
For buildings located in other exposures, the tabulated values shall be multiplied by the appropriate
adjustment factor in Table 1.1.
d
ENGINEERED DESIGN
Sheathing Location1
d
c
g
d
d
d
c
d
d
g
f
e
e
gg
d
d
e
c
g
f
Note: Z is measured as a horizontal
projection on the building roof and
walls.
e
d
g
d
f
e
f
gg
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ENGINEERED DESIGN
TABLE 2.5-1 Shearwalls, and Floor Diaphragms
Table 2.5-1 Shear Loads for Roof Diaphragms,
Shear Loads for Roof Diaphragms, Shearwalls, and Floor Diaphragms
(Wind and Seismic Motion Perpendicular to Ridge)
(Wind and Seismic Motion Perpendicular to Ridge)
Shearwall
Bracing:
Calculating Total Shear Capacity
Requirements (lbs.)
Calculating
Diaphragm Unit
Shear Capacity
Requirements
(plf)
Calculating Shearwall Shear
Capacity Requirements
(plf)
Wind1
Seismic2
Roof &
Ceiling
Vroof = wroof] L
Vroof = Cv - RD Cs WTOT
vroof = Vroof / 2 / B
Roof, Ceiling,
& 1 Floor
Vfloor = wfloor] L
Vfloor 1 = Cv - FD1 Cs WTOT
vfloor1 = Vfloor1 / 2 / B
vwall 2 = (vroof + vfloor1)/(% Full Height Sheathing)
Roof, Ceiling,
& 2 Floors
Vfloor = wfloor] L
Vfloor 2 = Cv - FD2 Cs WTOT
vfloor2 = Vfloor2 / 2 / B
vwall 3 = (vroof + vfloor1 + vfloor2)/(% Full Height Sheathing)
1
2
vwall 1 = (vroof)/(% Full Height Sheathing)
When calculating total shear capacity requirements for wind perpendicular to ridge use lateral diaphragm loads tabulated in Table 2.5A.
Where required by the building code, the Main Wind Force Resisting System shall be checked for a minimum 10 psf lateral load on the
vertical projected area.
When calculating total shear capacity requirements for seismic motion perpendicular to ridge use lateral diaphragm loads tabulated in Table
2.5C.
Roof / Ceiling
Diaphragm
Shearwall
Floor Diaphragm
w ro
of
w flo
w flo
or
or
w flo
B
or
L
W
in
d
S e D ir
e
is
m i c t io
c
Mo n or
t io
n
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
71
Table 2.5-2 Shear Loads for Roof Diaphragms, Shearwalls, and Floor Diaphragms
TABLE 2.5-2
(Wind and Seismic
Motion
Parallel
to Ridge)
Shear Loads
for Roof
Diaphragms,
Shearwalls, and Floor Diaphragms
(Wind and Seismic Motion Parallel to Ridge)
Shearwall
Bracing:
2
2
Calculating
Diaphragm Unit
Shear Capacity
Requirements
(plf)
Calculating Shearwall Shear
Capacity Requirements
(plf)
Wind1
Seismic2
Roof &
Ceiling
Vroof = wroof B
Vroof = Cv - RD Cs WTOT
vroof = Vroof / 2 / L
Roof, Ceiling,
& 1 Floor
Vfloor = wfloor B
Vfloor 1 = Cv - FD1 Cs WTOT
vfloor1 = Vfloor1 / 2 / L
vwall 2 = (vroof + vfloor1)/(% Full Height Sheathing)
Roof, Ceiling,
& 2 Floors
Vfloor = wfloor B
Vfloor 2 = Cv - FD2 Cs WTOT
vfloor2 = Vfloor2 / 2 / L
vwall 3 = (vroof + vfloor1 + vfloor2)/(% Full Height Sheathing)
vwall 1 = (vroof)/(% Full Height Sheathing)
ENGINEERED DESIGN
1
Calculating Total Shear Capacity
Requirements (lbs.)
When calculating total shear capacity requirements for wind parallel to ridge use lateral diaphragm loads tabulated in Table 2.5B. Where
required by the building code, the Main Wind Force Resisting System shall be checked for a minimum 10 psf lateral load on the vertical
projected area.
When calculating total shear capacity requirements for seismic motion parallel to ridge use lateral diaphragm loads tabulated in Table 2.5C.
Roof / Ceiling
Diaphragm
Shearwall
Floor Diaphragm
w
ro
of
w
flo
or
w
flo
or
w
flo
or
B
L
r
no
io
ct ion
re
i
t
D
Mo
c
ind
W smi
i
Se
AMERICAN FOREST & PAPER ASSOCIATION
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ENGINEERED DESIGN
Table 2.5A
Lateral Diaphragm Loads from Wind - Perpendicular to Ridge
(For Calculating In-Plane Shear in Roof and Floor Diaphragm)
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
1,2,3,4
Unit Lateral Loads for Roof Diaphragm, wroof⊥, (plf)
Roof Pitch
Roof Span (ft.)
0:12-3:12
24-60
43
49
60
73
87
102
118
135
4:12-5:12
24-60
48
54
66
80
95
112
130
149
24
71
79
98
118
141
165
192
220
36
82
92
113
137
163
192
222
255
48
94
105
130
157
187
220
255
293
60
106
119
147
178
212
248
288
331
24
99
111
137
165
197
231
268
307
36
124
139
172
208
247
290
337
387
48
151
169
209
253
301
353
409
470
60
177
199
246
297
354
415
481
552
24
106
119
147
178
212
249
289
331
36
136
152
188
227
270
317
368
422
48
166
186
230
278
331
388
450
517
60
196
220
272
329
391
459
533
612
24
114
128
158
191
227
267
310
355
36
147
165
203
246
293
344
399
458
48
181
203
251
303
361
424
492
564
60
215
242
298
361
429
504
584
671
24
122
137
169
204
243
285
330
379
36
158
178
219
265
316
370
430
493
48
196
220
272
329
391
459
533
612
60
234
263
324
393
467
548
636
730
24
129
145
179
217
258
303
351
403
36
170
190
235
284
338
397
461
529
48
212
237
293
354
422
495
574
659
60
253
284
351
424
505
593
688
789
24
137
154
190
230
273
321
372
427
36
181
203
251
303
361
424
492
564
48
227
254
314
380
452
531
615
706
60
272
305
377
456
543
637
739
849
6:12
7:12
8:12
9:12
10:12
11:12
12:12
Unit Lateral Loads for Floor Diaphragm, wfloor, (plf)1,2,3
1
110
123
152
184
219
257
298
The total shear load equals the tabulated unit lateral load multiplied by the building length perpendicular to the wind direction.
343
2
Tabulated unit lateral loads are based on 8 foot wall heights. For other wall heights, H, the tabulated unit lateral loads shall be multiplied
by H/8.
3
Tabulated unit lateral loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other
exposures, the tabulated values shall be multiplied by the appropriate adjustment factor in Table 1.1.
4
Hip roof systems shall be designed using Table 2.5A for both orthogonal directions.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 2.5B
73
Lateral Diaphragm Loads from Wind - Parallel to Ridge
(For Calculating In-Plane Shear in Roof and Floor Diaphragm)
2
Roof Pitch
Roof Span (ft.)
0:12
1:12
24-60
24-60
24
36
48
60
24
36
48
60
24
36
48
60
24
36
48
60
24
36
48
60
24
36
48
60
24
36
48
60
24
36
48
60
24
36
48
60
24
36
48
60
2:12-3:12
4:12
5:12
6:12
7:12
8:12
9:12
10:12
11:12
12:12
1
2
3
4
85
90
100
110
120
130
140
150
90
117
124
139
156
173
135
156
178
200
146
173
200
228
158
189
223
256
169
206
245
284
180
223
267
312
192
239
289
340
203
256
312
367
214
273
334
395
225
289
356
423
103
134
142
160
179
198
155
179
204
230
168
198
230
262
181
217
256
294
194
236
281
326
207
256
307
358
220
275
332
390
233
294
358
422
246
313
383
454
259
332
409
486
1,2,3,4
Unit Lateral Loads for Roof Diaphragm, wroofll, (plf)
33
43
46
51
57
64
50
57
66
74
54
64
74
84
58
70
82
94
62
76
90
105
66
82
98
115
71
88
107
125
75
94
115
135
79
101
123
146
83
107
131
156
37
48
51
58
64
71
56
64
74
83
61
71
83
94
65
78
92
106
70
85
101
117
74
92
110
129
79
99
120
140
84
106
129
152
88
113
138
163
93
120
147
175
46
56
66
78
60
72
86
101
63
77
91
107
71
86
102
120
80
96
114
134
88
107
127
149
69
83
99
117
80
96
114
134
91
110
131
154
102
124
147
173
75
90
108
126
88
107
127
149
102
124
147
173
116
141
168
197
80
97
116
136
97
117
139
163
114
137
164
192
131
158
188
221
86
104
124
146
105
127
151
178
125
151
180
211
145
175
209
245
92
111
132
155
114
137
164
192
136
165
196
230
159
192
229
269
98
118
141
165
122
148
176
206
148
179
213
250
173
210
249
293
103
125
149
175
131
158
188
221
159
192
229
269
187
227
270
317
109
132
157
185
139
168
200
235
170
206
245
288
202
244
290
341
115
139
166
194
148
179
213
250
182
220
262
307
216
261
311
365
Unit Lateral Loads for Floor Diaphragm, wfloor, (plf)1,2,3
ENGINEERED DESIGN
Three Second Gust Wind Speed (mph)
75
84
103
125
149
175
203
233
The total shear load equals the tabulated unit lateral load multiplied by the building length perpendicular to the wind direction.
Tabulated unit lateral loads are based on 8 foot wall heights. For other wall heights, H, the tabulated unit lateral loads shall be multiplied by
H/8.
Tabulated unit lateral loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other
exposures, the tabulated values shall be multiplied by the appropriate adjustment factor in Table 1.1.
Hip roof systems shall be designed using Table 2.5A for both orthogonal directions.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCM C2c.PMD
73
7/21/2003, 7:11 AM
101256503
74
ENGINEERED DESIGN
Table 2.5C
TABLE 2.5C
LATERAL DIAPHRAGM LOADS FROM SEISMIC
Lateral Diaphragm Loads from Seismic
(For Calculating In-Plane Shear in Roof and Floor Diaphragms)
(For Calculating In-Plane Shear in Roof and Floor Diaphragms)
Vertical Distribution Factor
Total Weight
1 Story
2 Stories
Diaphragm Level
WTOT = WRD
Roof/Ceiling
Cv - RD = 1
WTOT = WRD + WFD1
Roof/Ceiling
Cv - RD =WRDhRD / (WRDhRD + WFD1hFD1)
Floor 1
3 Stories
Vertical Distribution Factor
WTOT = WRD + WFD1 + WFD2
Roof/Ceiling
Cv - FD1 =WFD1hFD1 / (WRDhRD + WFD1hFD1)
Cv - RD = WRDhRD / (WRDhRD + WFD1hFD1 + WFD2hFD2)
Floor 1
Cv - FD1 = WFD1hFD1 / (WRDhRD + WFD1hFD1 + WFD2hFD2)
Floor 2
Cv - FD2 = WFD2hFD2 / (WRDhRD + WFD1hFD1 + WFD2hFD2)
Heights and Weights
1
Diaphragm Level
Weight at Each Level (lbs.)1
Height at Each Level (ft.)
Roof/Ceiling (RD)
WRD = Wroof + nWswall/2 + nWewall/2 + nWgable
hRD = heave - hfdn
Floor 1 (FD1)
WFD1 = Wfloor 1 + nWswall + nWewall
hFD1 = hfloor 1 - hfdn
Floor 2 (FD2)
WFD2 = Wfloor 2 + nWswall + nWewall
hFD2 = hfloor 2 - hfdn
Wroof equals 20% of flat roof snow load where the flat roof snow load exceeds 30 psf, plus any additional roof dead loads.
n - number of sidewalls, endwalls, or gables in structure.
hfdn - height of the top of the foundation.
Short Period Design Spectral Response Acceleration (SDS), One Second Design Spectral
Response Acceleration (SD1), and Seismic Design Coefficient (CS)1 for
Seismic Design Categories A-E2
Seismic Design Category
A
B
C
D1
Short Period Design Spectral Response Acceleration (SDS)
0.17
0.33
0.50
0.83
1.17 >1.17
One Second Period Design Spectral Response Acceleration (SD1)
0.07
0.13
0.20
0.48
0.75 >0.75
Seismic Response Coefficient (CS)
1
2
-
D2
0.0283 0.0550 0.0833 0.1383 0.1950
E
-
Tabulated values for CS are based on Short Period Spectral Response Acceleration, and assume a wood structural
panel loadbearing shearwalls with a Response Modification Factor, R, equal to 6.0. For other response
modification factors, CS shall be multiplied by 6.0/RNEW.
The mapped maximum considered earthquake spectral response acceleration at short periods (SDS) and at 1 second
period (S1) shall be determined, and the higher value shall be used to determine seismic loads.
Buildings in Seismic Design Category E require engineering design.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 2.6
75
Lateral Diaphragm Loads from Wind - Parallel to Ridge
(For Attic Floor or Ceiling Diaphragm When Bracing Gable Endwall)
85
Roof Pitch
Attic Floor or Ceiling Diaphragm Bracing
Gable Endwall
(Wind Parallel to Ridge)
0:12-3:12
ND
INID
WW
1
2
3
4
5
6
7
8
Roof Span (ft.)
90
100
110
120
130
140
150
Unit Lateral Loads for Roof Diaphragm, (plf)
1,2,3,4,5,6,7,8
24
39
44
55
66
79
92
107
123
47
58
70
84
98
114
131
36
42
48
45
51
62
76
90
106
122
141
60
48
54
67
81
96
113
131
150
24
42
47
57
70
83
97
113
129
36
45
51
62
76
90
106
122
141
4:12
48
49
55
68
82
98
115
134
153
60
53
60
74
89
106
125
145
166
24
44
49
60
73
87
102
118
136
36
48
54
67
81
96
113
131
150
5:12
48
53
60
74
89
106
125
145
166
60
58
66
81
98
117
137
159
182
Tributary
Tributar yArea
Area of
of
24
46
51
63
77
91
107
124
142
Attic
Ceiling
AtticFloor/
Floor /Ceiling
36
51
58
71
86
102
120
139
160
Diaphragm
Diap hra gm
6:12
48
57
64
80
96
114
134
156
179
60
64
71
88
107
127
149
173
198
24
48
54
66
80
95
112
130
149
36
54
61
75
91
108
127
147
169
7:12
48
62
69
85
103
123
144
167
192
60
69
77
95
115
137
161
186
214
24
50
56
69
83
99
117
135
155
36
57
64
80
96
114
134
156
179
8:12
48
66
74
91
110
131
154
178
204
60
74
83
102
124
147
173
200
230
24
52
58
72
87
103
121
141
162
36
61
68
84
101
121
142
164
188
9:12
48
70
78
97
117
139
163
189
217
60
79
89
109
132
157
185
214
246
24
54
61
75
90
108
126
146
168
36
64
71
88
107
127
149
173
198
10:12
48
74
83
102
124
147
173
200
230
60
84
94
116
141
168
197
228
262
24
56
63
78
94
112
131
152
175
36
67
75
92
112
133
156
181
208
11:12
48
78
87
108
131
155
182
211
243
60
89
100
124
149
178
209
242
278
24
58
65
80
97
116
136
158
181
36
70
78
97
117
139
163
189
217
12:12
48
82
92
114
137
164
192
223
256
60
94
106
131
158
188
221
256
294
The total shear load equals the tabulated unit lateral load multiplied by the endwall length.
Tabulated unit lateral loads are based on 8' wall heights. For other wall heights, H, the tabulated unit lateral loads shall be multiplied by
H/8.
Tabulated unit lateral loads assume the attic floor/ceiling diaphragm is continuous between endwalls. When the diaphragm only resists
loads from one endwall, the tabulated unit lateral load shall be multiplied by 0.84.
Tabulated unit lateral loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other
exposures, the tabulated values shall be multiplied by the appropriate adjustment factor in Table 1.1.
Attic floor or ceiling diaphragms shall not be used to brace gable endwalls used with cathedral ceilings.
Attic floor or ceiling diaphragms are not required for hip roof systems.
When a ceiling diaphragm is used to brace the gable endwalls, the unit lateral loads on the roof diaphragm, when the wind is parallel to the
ridge, need not exceed the tabulated roof lateral load minus the ceiling lateral load.
Tabulated values do not include the check of the Main Wind Force Resisting System with a minimum 10 psf lateral load on the vertical
projected area of the building. Where required by the building code, diaphragm requirements shall not be less than those tabulated for 100
mph wind speeds.
AMERICAN FOREST & PAPER ASSOCIATION
2
ENGINEERED DESIGN
Assemblies
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
76
ENGINEERED DESIGN
Table 2.7A
Floor Joist Spans for 30
psf Live
TABLE
2.7A Load
FLOOR
JOIST
SPANS
FOR
30 PSF LIVE LOAD
(Sleeping Areas)
(Sleeping Areas
2x6
2x8
2x10
Maximum Span
LL/∆ = 360
DL = 20 psf
DL = 10 psf
fb
fb
E
Joist Spacing
(ft.-in.)
(ft.-in.)
(ft.-in.)
(psi)
(psi)
(psi)
800,000
696
870
9-4
12 - 4
15 - 9
900,000
753
941
9-9
12 - 10
16 - 5
1,000,000
808
1,009
10 - 1
13 - 4
17 - 0
1,100,000
861
1,076
10 - 5
13 - 9
17 - 6
1,200,000
912
1,140
10 - 9
14 - 2
18 - 0
1,300,000
962
1,202
11 - 0
14 - 6
18 - 6
1,400,000
1,011
1,263
11 - 3
14 - 11
19 - 0
1,500,000
1,058
1,323
11 - 7
15 - 3
19 - 5
1,600,000
1,105
1,381
11 - 10
15 - 7
19 - 10
12 in.
1,700,000
1,150
1,438
12 - 0
15 - 10
20 - 3
1,800,000
1,195
1,494
12 - 3
16 - 2
20 - 8
1,900,000
1,239
1,549
12 - 6
16 - 6
21 - 0
2,000,000
1,282
1,602
12 - 9
16 - 9
21 - 5
2,100,000
1,324
1,655
12 - 11
17 - 0
21 - 9
2,200,000
1,366
1,708
13 - 1
17 - 4
22 - 1
2,300,000
1,407
1,759
13 - 4
17 - 7
22 - 5
2,400,000
1,448
1,809
13 - 6
17 - 10
22 - 9
800,000
766
957
8-6
11 - 3
14 - 4
900,000
829
1,036
8 - 10
11 - 8
14 - 11
1,000,000
889
1,111
9-2
12 - 1
15 - 5
1,100,000
947
1,184
9-6
12 - 6
15 - 11
1,200,000
1,004
1,255
9-9
12 - 10
16 - 5
1,300,000
1,059
1,323
10 - 0
13 - 2
16 - 10
1,400,000
1,112
1,390
10 - 3
13 - 6
17 - 3
1,500,000
1,165
1,456
10 - 6
13 - 10
17 - 8
1,600,000
1,216
1,520
10 - 9
14 - 2
18 - 0
16 in.
1,700,000
1,266
1,583
10 - 11
14 - 5
18 - 5
1,800,000
1,315
1,644
11 - 2
14 - 8
18 - 9
1,900,000
1,363
1,704
11 - 4
15 - 0
19 - 1
2,000,000
1,411
1,764
11 - 7
15 - 3
19 - 5
2,100,000
1,458
1,822
11 - 9
15 - 6
19 - 9
2,200,000
1,503
1,879
11 - 11
15 - 9
20 - 1
2,300,000
1,549
1,936
12 - 1
15 - 11
20 - 4
2,400,000
1,593
1,992
12 - 3
16 - 2
20 - 8
800,000
814
1,017
8-0
10 - 7
13 - 6
900,000
880
1,101
8-4
11 - 0
14 - 0
1,000,000
945
1,181
8-8
11 - 4
14 - 6
1,100,000
1,006
1,258
8 - 11
11 - 9
15 - 0
1,200,000
1,067
1,333
9-2
12 - 1
15 - 5
1,300,000
1,125
1,406
9-5
12 - 5
15 - 10
1,400,000
1,182
1,478
9-8
12 - 9
16 - 3
1,500,000
1,238
1,547
9 - 10
13 - 0
16 - 7
1,600,000
1,292
1,615
10 - 1
13 - 4
17 - 0
19.2 in.
1,700,000
1,345
1,682
10 - 4
13 - 7
17 - 4
1,800,000
1,398
1,747
10 - 6
13 - 10
17 - 8
1,900,000
1,449
1,811
10 - 8
14 - 1
18 - 0
2,000,000
1,499
1,874
10 - 10
14 - 4
18 - 3
2,100,000
1,549
1,936
11 - 1
14 - 7
18 - 7
2,200,000
1,598
1,997
11 - 3
14 - 9
18 - 10
2,300,000
1,646
2,057
11 - 5
15 - 0
19 - 2
2,400,000
1,693
2,116
11 - 7
15 - 3
19 - 5
800,000
877
1,096
7-5
9 - 10
12 - 6
900,000
948
1,186
7-9
10 - 2
13 - 0
1,000,000
1,017
1,272
8-0
10 - 7
13 - 6
1,100,000
1,084
1,355
8-3
10 - 11
13 - 11
1,200,000
1,149
1,436
8-6
11 - 3
14 - 4
1,300,000
1,212
1,515
8-9
11 - 6
14 - 8
1,400,000
1,273
1,592
9-0
11 - 10
15 - 1
1,500,000
1,333
1,667
9-2
12 - 1
15 - 5
1,600,000
1,392
1,740
9-4
12 - 4
15 - 9
24 in.
1,700,000
1,449
1,812
9-7
12 - 7
16 - 1
1,800,000
1,506
1,882
9-9
12 - 10
16 - 5
1,900,000
1,561
1,951
9 - 11
13 - 1
16 - 8
2,000,000
1,615
2,019
10 - 1
13 - 4
17 - 0
2,100,000
1,669
2,086
10 - 3
13 - 6
17 - 3
2,200,000
1,721
2,151
10 - 5
13 - 9
17 - 6
2,300,000
1,773
2,216
10 - 7
13 - 11
17 - 9
2,400,000
1,824
2,280
10 - 9
14 - 2
18 - 0
* Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
AMERICAN WOOD COUNCIL
2x12
(ft.-in.)
19 - 2
19 - 11
20 - 8
21 - 4
21 - 11
22 - 6
23 - 1
23 - 7
24 - 2
24 - 8
25 - 1
25 - 7
*
*
*
*
*
17 - 5
18 - 1
18 - 9
19 - 4
19 - 11
20 - 6
21 - 0
21 - 6
21 - 11
22 - 5
22 - 10
23 - 3
23 - 7
24 - 0
24 - 5
24 - 9
25 - 1
16 - 5
17 - 0
17 - 8
18 - 3
18 - 9
19 - 3
19 - 9
20 - 2
20 - 8
21 - 1
21 - 6
21 - 10
22 - 3
22 - 7
22 - 11
23 - 3
23 - 7
15 - 2
15 - 10
16 - 5
16 - 11
17 - 5
17 - 11
18 - 4
18 - 9
19 - 2
19 - 7
19 - 11
20 - 3
20 - 8
21 - 0
21 - 4
21 - 7
21 - 11
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 2.7B
77
Floor Joist Spans for 40
psf Live
TABLE
2.7B Load
FLOOR
JOIST
SPANS
FOR
40 PSF LIVE LOAD
(Living Areas)
(Living Areas
AMERICAN FOREST & PAPER ASSOCIATION
2x12
2
(ft.-in.)
17 - 5
18 - 1
18 - 9
19 - 4
19 - 11
20 - 6
21 - 0
21 - 6
21 - 11
22 - 5
22 - 10
23 - 3
23 - 7
24 - 0
24 - 5
24 - 9
25 - 1
15 - 10
16 - 5
17 - 0
17 - 7
18 - 1
18 - 7
19 - 1
19 - 6
19 - 11
20 - 4
20 - 9
21 - 1
21 - 6
21 - 10
22 - 2
22 - 6
22 - 10
14 - 11
15 - 6
16 - 0
16 - 7
17 - 0
17 - 6
17 - 11
18 - 4
18 - 9
19 - 2
19 - 6
19 - 10
20 - 2
20 - 6
20 - 10
21 - 2
21 - 6
13 - 10
14 - 4
14 - 11
15 - 4
15 - 10
16 - 3
16 - 8
17 - 0
17 - 5
17 - 9
18 - 1
18 - 5
18 - 9
19 - 1
19 - 4
19 - 8
19 - 11
ENGINEERED DESIGN
2x6
2x8
2x10
Maximum Span
LL/∆ = 360
DL = 20 psf
DL = 10 psf
fb
fb
E
Joist Spacing
(ft.-in.)
(ft.-in.)
(ft.-in.)
(psi)
(psi)
(psi)
800,000
718
862
8-6
11 - 3
14 - 4
900,000
777
932
8 - 10
11 - 8
14 - 11
1,000,000
833
1,000
9-2
12 - 1
15 - 5
1,100,000
888
1,066
9-6
12 - 6
15 - 11
1,200,000
941
1,129
9-9
12 - 10
16 - 5
1,300,000
993
1,191
10 - 0
13 - 2
16 - 10
1,400,000
1,043
1,251
10 - 3
13 - 6
17 - 3
1,500,000
1,092
1,310
10 - 6
13 - 10
17 - 8
1,600,000
1,140
1,368
10 - 9
14 - 2
18 - 0
12 in.
1,700,000
1,187
1,424
10 - 11
14 - 5
18 - 5
1,800,000
1,233
1,480
11 - 2
14 - 8
18 - 9
1,900,000
1,278
1,534
11 - 4
15 - 0
19 - 1
2,000,000
1,323
1,587
11 - 7
15 - 3
19 - 5
2,100,000
1,366
1,640
11 - 9
15 - 6
19 - 9
2,200,000
1,410
1,691
11 - 11
15 - 9
20 - 1
2,300,000
1,452
1,742
12 - 1
15 - 11
20 - 4
2,400,000
1,494
1,792
12 - 3
16 - 2
20 - 8
800,000
790
948
7-9
10 - 2
13 - 0
900,000
855
1,026
8-0
10 - 7
13 - 6
1,000,000
917
1,101
8-4
11 - 0
14 - 0
1,100,000
977
1,173
8-7
11 - 4
14 - 6
1,200,000
1,036
1,243
8 - 10
11 - 8
14 - 11
1,300,000
1,092
1,311
9-1
12 - 0
15 - 3
1,400,000
1,148
1,377
9-4
12 - 3
15 - 8
1,500,000
1,202
1,442
9-6
12 - 7
16 - 0
1,600,000
1,255
1,506
9-9
12 - 10
16 - 5
16 in.
1,700,000
1,306
1,568
9 - 11
13 - 1
16 - 9
1,800,000
1,357
1,629
10 - 2
13 - 4
17 - 0
1,900,000
1,407
1,688
10 - 4
13 - 7
17 - 4
2,000,000
1,456
1,747
10 - 6
13 - 10
17 - 8
2,100,000
1,504
1,805
10 - 8
14 - 1
17 - 11
2,200,000
1,551
1,862
10 - 10
14 - 3
18 - 3
2,300,000
1,598
1,918
11 - 0
14 - 6
18 - 6
2,400,000
1,644
1,973
11 - 2
14 - 8
18 - 9
800,000
840
1,008
7-3
9-7
12 - 3
900,000
908
1,090
7-7
10 - 0
12 - 9
1,000,000
975
1,170
7 - 10
10 - 4
13 - 2
1,100,000
1,039
1,246
8-1
10 - 8
13 - 7
1,200,000
1,101
1,321
8-4
11 - 0
14 - 0
1,300,000
1,161
1,393
8-7
11 - 3
14 - 5
1,400,000
1,220
1,464
8-9
11 - 7
14 - 9
1,500,000
1,277
1,533
9-0
11 - 10
15 - 1
1,600,000
1,333
1,600
9-2
12 - 1
15 - 5
19.2 in.
1,700,000
1,388
1,666
9-4
12 - 4
15 - 9
1,800,000
1,442
1,731
9-6
12 - 7
16 - 0
1,900,000
1,495
1,794
9-8
12 - 10
16 - 4
2,000,000
1,547
1,857
9 - 10
13 - 0
16 - 7
2,100,000
1,598
1,918
10 - 0
13 - 3
16 - 11
2,200,000
1,649
1,978
10 - 2
13 - 5
17 - 2
2,300,000
1,698
2,038
10 - 4
13 - 8
17 - 5
2,400,000
1,747
2,096
10 - 6
13 - 10
17 - 8
800,000
905
1,086
6-9
8 - 11
11 - 4
900,000
979
1,174
7-0
9-3
11 - 10
1,000,000
1,050
1,260
7-3
9-7
12 - 3
1,100,000
1,119
1,342
7-6
9 - 11
12 - 8
1,200,000
1,186
1,423
7-9
10 - 2
13 - 0
1,300,000
1,251
1,501
7 - 11
10 - 6
13 - 4
1,400,000
1,314
1,577
8-2
10 - 9
13 - 8
1,500,000
1,376
1,651
8-4
11 - 0
14 - 0
1,600,000
1,436
1,723
8-6
11 - 3
14 - 4
24 in.
1,700,000
1,495
1,795
8-8
11 - 5
14 - 7
1,800,000
1,554
1,864
8 - 10
11 - 8
14 - 11
1,900,000
1,611
1,933
9-0
11 - 11
15 - 2
2,000,000
1,667
2,000
9-2
12 - 1
15 - 5
2,100,000
1,722
2,066
9-4
12 - 3
15 - 8
2,200,000
1,776
2,131
9-6
12 - 6
15 - 11
2,300,000
1,829
2,195
9-7
12 - 8
16 - 2
2,400,000
1,882
2,258
9-9
12 - 10
16 - 5
* Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
78
Table 2.7C
ENGINEERED DESIGN
Floor Joist Bearing Stresses for Floor Loads
Floor Dead Load (psf)
10 psf
Joist Spacing
Bearing Area
txb
1.5 in. x 1.5 in.
12 in.
1.5 in. x 3.5 in.
1.5 in. x 1.5 in.
16 in.
1.5 in. x 3.5 in.
1.5 in. x 1.5 in.
19.2 in.
1.5 in. x 3.5 in.
1.5 in. x 1.5 in.
24 in.
1.5 in. x 3.5 in.
1
Joist Span (ft.)
30 psf
20 psf
Floor Live Load (psf)
40 psf
30 psf
40 psf
Induced fc⊥ (psi)1
8
71
89
89
107
12
107
133
133
160
16
142
178
178
213
20
178
222
222
267
24
213
267
267
320
8
30
38
38
46
12
46
57
57
69
16
61
76
76
91
20
76
95
95
114
24
91
114
114
137
8
95
119
119
142
12
142
178
178
213
16
190
237
237
284
20
237
296
296
356
24
284
356
356
427
8
41
51
51
61
12
61
76
76
91
16
81
102
102
122
20
102
127
127
152
24
122
152
152
183
8
114
142
142
171
12
171
213
213
256
16
228
284
284
341
20
284
356
356
427
24
341
427
427
512
8
49
61
61
73
12
73
91
91
110
16
98
122
122
146
20
122
152
152
183
24
146
183
183
219
8
142
178
178
213
12
213
267
267
320
16
284
356
356
427
20
356
444
444
533
24
427
533
533
640
8
61
76
76
91
12
91
114
114
137
16
122
152
152
183
20
152
190
190
229
24
183
229
229
274
Tabulated bearing stresses are intended for single span applications. For interior bearing points of
continuous span applications, the tabulated bearing stresses shall be multiplied by 2.5.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 2.8A
79
TABLE 2.8A
Floor
Framing
Capacity
RequirementsFOR
for 30
30
psf
Live
Load
FLOOR FRAMING CAPACITY REQUIREMENTS
PSF
LIVE
LOAD
(Sleeping Areas)
LL/∆ = 360
Framing
Spacing
Maximum
Span (ft.)
16 in.
19.2 in.
24 in.
Apparent Rigidity1,2
(in.2 - lbs.)
20,250,000
26,952,750
34,992,000
44,489,250
55,566,000
68,343,750
82,944,000
99,488,250
118,098,000
138,894,750
162,000,000
187,535,250
215,622,000
246,381,750
279,936,000
316,406,250
355,914,000
27,000,000
35,937,000
46,656,000
59,319,000
74,088,000
91,125,000
110,592,000
132,651,000
157,464,000
185,193,000
216,000,000
250,047,000
287,496,000
328,509,000
373,248,000
421,875,000
474,552,000
32,400,000
43,124,400
55,987,200
71,182,800
88,905,600
109,350,000
132,710,400
159,181,200
188,956,800
222,231,600
259,200,000
300,056,400
344,995,200
394,210,800
447,897,600
506,250,000
569,462,400
40,500,000
53,905,500
69,984,000
88,978,500
111,132,000
136,687,500
165,888,000
198,976,500
236,196,000
277,789,500
324,000,000
375,070,500
431,244,000
492,763,500
559,872,000
632,812,500
711,828,000
27,000,000
35,937,000
46,656,000
59,319,000
74,088,000
91,125,000
110,592,000
132,651,000
157,464,000
185,193,000
216,000,000
250,047,000
287,496,000
328,509,000
373,248,000
421,875,000
474,552,000
36,000,000
47,916,000
62,208,000
79,092,000
98,784,000
121,500,000
147,456,000
176,868,000
209,952,000
246,924,000
288,000,000
333,396,000
383,328,000
438,012,000
497,664,000
562,500,000
632,736,000
43,200,000
57,499,200
74,649,600
94,910,400
118,540,800
145,800,000
176,947,200
212,241,600
251,942,400
296,308,800
345,600,000
400,075,200
459,993,600
525,614,400
597,196,800
675,000,000
759,283,200
54,000,000
71,874,000
93,312,000
118,638,000
148,176,000
182,250,000
221,184,000
265,302,000
314,928,000
370,386,000
432,000,000
500,094,000
574,992,000
657,018,000
746,496,000
843,750,000
949,104,000
DL = 10 psf
Required Capacities
Moment
(ft. - lbs.)
500
605
720
845
980
1,125
1,280
1,445
1,620
1,805
2,000
2,205
2,420
2,645
2,880
3,125
3,380
667
807
960
1,127
1,307
1,500
1,707
1,927
2,160
2,407
2,667
2,940
3,227
3,527
3,840
4,167
4,507
800
968
1,152
1,352
1,568
1,800
2,048
2,312
2,592
2,888
3,200
3,528
3,872
4,232
4,608
5,000
5,408
1,000
1,210
1,440
1,690
1,960
2,250
2,560
2,890
3,240
3,610
4,000
4,410
4,840
5,290
5,760
6,250
6,760
Bearing3,4
(lbs.)
200
220
240
260
280
300
320
340
360
380
400
420
440
460
480
500
520
267
293
320
347
373
400
427
453
480
507
533
560
587
613
640
667
693
320
352
384
416
448
480
512
544
576
608
640
672
704
736
768
800
832
400
440
480
520
560
600
640
680
720
760
800
840
880
920
960
1,000
1,040
DL = 20 psf
Moment
(ft. - lbs.)
625
756
900
1,056
1,225
1,406
1,600
1,806
2,025
2,256
2,500
2,756
3,025
3,306
3,600
3,906
4,225
833
1,008
1,200
1,408
1,633
1,875
2,133
2,408
2,700
3,008
3,333
3,675
4,033
4,408
4,800
5,208
5,633
1,000
1,210
1,440
1,690
1,960
2,250
2,560
2,890
3,240
3,610
4,000
4,410
4,840
5,290
5,760
6,250
6,760
1,250
1,513
1,800
2,113
2,450
2,813
3,200
3,613
4,050
4,513
5,000
5,513
6,050
6,613
7,200
7,813
8,450
Bearing3,4
(lbs.)
250
275
300
325
350
375
400
425
450
475
500
525
550
575
600
625
650
333
367
400
433
467
500
533
567
600
633
667
700
733
767
800
833
867
400
440
480
520
560
600
640
680
720
760
800
840
880
920
960
1,000
1,040
500
550
600
650
700
750
800
850
900
950
1,000
1,050
1,100
1,150
1,200
1,250
1,300
2
ENGINEERED DESIGN
12 in.
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
LL/∆ = 480
See footnotes 1-4.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
80
ENGINEERED DESIGN
TABLE 2.8B
Table 2.8B FLOOR
Floor FRAMING
Framing CAPACITY
CapacityREQUIREMENTS
RequirementsFOR
for40
40
psf
Live
Load
PSF
LIVE
LOAD
(Living Areas)
LL/∆ = 360
Framing
Spacing
Maximum
Span (ft.)
12 in.
16 in.
19.2 in.
24 in.
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
LL/∆ = 480
Apparent Rigidity1,2
2
(in. - lbs.)
27,000,000
36,000,000
35,937,000
47,916,000
46,656,000
62,208,000
59,319,000
79,092,000
74,088,000
98,784,000
91,125,000
121,500,000
110,592,000
147,456,000
132,651,000
176,868,000
157,464,000
209,952,000
185,193,000
246,924,000
216,000,000
288,000,000
250,047,000
333,396,000
287,496,000
383,328,000
328,509,000
438,012,000
373,248,000
497,664,000
421,875,000
562,500,000
474,552,000
632,736,000
36,000,000
48,000,000
47,916,000
63,888,000
62,208,000
82,944,000
79,092,000
105,456,000
98,784,000
131,712,000
121,500,000
162,000,000
147,456,000
196,608,000
176,868,000
235,824,000
209,952,000
279,936,000
246,924,000
329,232,000
288,000,000
384,000,000
333,396,000
444,528,000
383,328,000
511,104,000
438,012,000
584,016,000
497,664,000
663,552,000
562,500,000
750,000,000
632,736,000
843,648,000
43,200,000
57,600,000
57,499,200
76,665,600
74,649,600
99,532,800
94,910,400
126,547,200
118,540,800
158,054,400
145,800,000
194,400,000
176,947,200
235,929,600
212,241,600
282,988,800
251,942,400
335,923,200
296,308,800
395,078,400
345,600,000
460,800,000
400,075,200
533,433,600
459,993,600
613,324,800
525,614,400
700,819,200
597,196,800
796,262,400
675,000,000
900,000,000
759,283,200
1,012,377,600
54,000,000
72,000,000
71,874,000
95,832,000
93,312,000
124,416,000
118,638,000
158,184,000
148,176,000
197,568,000
182,250,000
243,000,000
221,184,000
294,912,000
265,302,000
353,736,000
314,928,000
419,904,000
370,386,000
493,848,000
432,000,000
576,000,000
500,094,000
666,792,000
574,992,000
766,656,000
657,018,000
876,024,000
746,496,000
995,328,000
843,750,000
1,125,000,000
949,104,000
1,265,472,000
DL = 10 psf
Required Capacities
Moment
(ft. - lbs.)
625
756
900
1,056
1,225
1,406
1,600
1,806
2,025
2,256
2,500
2,756
3,025
3,306
3,600
3,906
4,225
833
1,008
1,200
1,408
1,633
1,875
2,133
2,408
2,700
3,008
3,333
3,675
4,033
4,408
4,800
5,208
5,633
1,000
1,210
1,440
1,690
1,960
2,250
2,560
2,890
3,240
3,610
4,000
4,410
4,840
5,290
5,760
6,250
6,760
1,250
1,513
1,800
2,113
2,450
2,813
3,200
3,613
4,050
4,513
5,000
5,513
6,050
6,613
7,200
7,813
8,450
Bearing3,4
(lbs.)
250
275
300
325
350
375
400
425
450
475
500
525
550
575
600
625
650
333
367
400
433
467
500
533
567
600
633
667
700
733
767
800
833
867
400
440
480
520
560
600
640
680
720
760
800
840
880
920
960
1,000
1,040
500
550
600
650
700
750
800
850
900
950
1,000
1,050
1,100
1,150
1,200
1,250
1,300
DL = 20 psf
Moment
(ft. - lbs.)
750
908
1,080
1,268
1,470
1,688
1,920
2,168
2,430
2,708
3,000
3,308
3,630
3,968
4,320
4,688
5,070
1,000
1,210
1,440
1,690
1,960
2,250
2,560
2,890
3,240
3,610
4,000
4,410
4,840
5,290
5,760
6,250
6,760
1,200
1,452
1,728
2,028
2,352
2,700
3,072
3,468
3,888
4,332
4,800
5,292
5,808
6,348
6,912
7,500
8,112
1,500
1,815
2,160
2,535
2,940
3,375
3,840
4,335
4,860
5,415
6,000
6,615
7,260
7,935
8,640
9,375
10,140
Bearing3,4
(lbs.)
300
330
360
390
420
450
480
510
540
570
600
630
660
690
720
750
780
400
440
480
520
560
600
640
680
720
760
800
840
880
920
960
1,000
1,040
480
528
576
624
672
720
768
816
864
912
960
1,008
1,056
1,104
1,152
1,200
1,248
600
660
720
780
840
900
960
1,020
1,080
1,140
1,200
1,260
1,320
1,380
1,440
1,500
1,560
See footnotes 1-4.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
81
Footnotes to Tables 2.8A-B
1
Apparent rigidity capacities shall include the effects of both bending and shear deflections. Apparent rigidity capacities have been adjusted for solid-sawn lumber to account for these effects. Contact the I-joist manufacturer for
apparent rigidity capacities to be used for I-joists in this table.
Tabulated apparent rigidity requirements assume single span conditions. For continuous span conditions, tabulated
apparent rigidity requirements shall be permitted to be multiplied by 0.75.
3
Tabulated bearing capacity requirements are intended for single span applications. For bearing capacity requirements
for interior bearing points of continuous span applications, the tabulated bearing capacities shall be multiplied by 2.5.
4
Tabulated bearing capacity requirements are applicable when determining shear capacity requirements for single span
applications. For shear capacity requirements of continuous span applications, the tabulated bearing capacities shall
be multiplied by 1.25.
AMERICAN FOREST & PAPER ASSOCIATION
ENGINEERED DESIGN
2
2
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
82
ENGINEERED DESIGN
Table 2.9A
Exterior Wall Stud Bending Stresses from Wind Loads
Three Second Gust
Wind Speed (mph)
Stud Size
Wall
Height
8 ft.
10 ft.
12 ft.
14 ft.
16 ft.
18 ft.
20 ft.
1
2
3
85
2x4
2x6
90
2x8
2x4
2x6
Stud
Spacing
100
2x8
2x4
Induced fb (psi)
110
2x6
2x8
2x4
2x6
2x8
1,2,3
12 in.
484
196
113
542
220
126
669
271
156
810
328
189
16 in.
645
261
150
723
293
168
892
361
208
1080
437
252
24 in.
967
392
225
1084
439
253
1338
542
312
1620
656
377
12 in.
731
296
170
819
332
191
1011
410
236
1224
496
285
16 in.
974
395
227
1092
442
255
1348
546
314
1632
661
380
24 in.
1461
592
341
1638
663
382
2023
819
471
2448
991
570
12 in.
1020
413
238
1143
463
266
1412
572
329
1708
692
398
16 in.
1360
551
317
1524
617
355
1882
762
439
2277
922
531
24 in.
2040
826
475
2287
926
533
2823
1143
658
3416
1383
796
12 in.
1348
546
314
1512
612
352
1866
756
435
2258
914
526
16 in.
1798
728
419
2015
816
470
2488
1008
580
3011
1219
702
24 in.
2697
1092
628
3023
1224
705
3732
1511
870
4516
1829
1052
12 in.
1714
694
399
1922
778
448
2372
961
553
2870
1162
669
16 in.
2285
925
533
2562
1038
597
3163
1281
737
3827
1550
892
24 in.
3428
1388
799
3843
1556
896
4744
1921
1106
5741
2325
1338
12 in.
2115
856
493
2371
960
553
2927
1185
682
3542
1434
825
16 in.
2820
1142
657
3161
1280
737
3903
1581
910
4723
1912
1101
24 in.
4230
1713
986
4742
1920
1105
5855
2371
1364
-
2869
1651
12 in.
2550
1033
594
2858
1158
666
3529
1429
822
4270
1729
995
16 in.
3400
1377
792
3811
1543
888
4705
1905
1097
5693
2306
1327
24 in.
5099
2065
1188
5717
2315
1332
2858
1645
3458
1990
Tabulated bending stresses assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in
other exposures, the tabulated values shall be multiplied by the appropriate adjustment factor in Table 1.1.
Tabulated bending stresses shall be permitted to be multiplied by 0.92 for framing not located within 3 feet of corners for buildings
less than 30 feet in width (W), or within W/10 of corners for buildings greater than 30 feet in width.
The tabulated bending stress (fb) shall be less than or equal to the allowable bending design value (Fb').
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 2.9A
Exterior Wall Stud Bending Stresses from Wind Loads (Cont.)
Three Second Gust
Wind Speed (mph)
Stud Size
8 ft.
10 ft.
12 ft.
14 ft.
16 ft.
18 ft.
20 ft.
1
2
3
120
2x4
2x6
130
2x8
2x4
2x6
Stud
Spacing
140
2x8
2x4
Induced fb (psi)
150
2
2x6
2x8
2x4
2x6
2x8
1,2,3
12 in.
964
390
225
1131
458
264
1312
531
306
1506
610
351
16 in.
1285
520
299
1508
611
351
1749
708
408
2008
813
468
24 in.
1927
781
449
2262
916
527
2623
1062
611
3012
1220
702
12 in.
1456
590
339
1709
692
398
1982
803
462
2276
922
530
16 in.
1942
786
453
2279
923
531
2643
1070
616
3034
1229
707
24 in.
2913
1180
679
3418
1384
797
3965
1605
924
4551
1843
1061
12 in.
2033
823
474
2385
966
556
2767
1120
645
3176
1286
740
16 in.
2710
1097
632
3181
1288
741
3689
1494
860
4235
1715
987
24 in.
4065
1646
947
4771
1932
1112
5533
2241
1290
-
2572
1480
12 in.
2687
1088
626
3154
1277
735
3658
1481
852
4199
1700
979
16 in.
3583
1451
835
4205
1703
980
4877
1975
1137
5598
2267
1305
24 in.
5374
2176
1253
-
2554
1470
-
2962
1705
-
3401
1957
12 in.
3416
1383
796
4009
1624
934
4650
1883
1084
5338
2161
1244
16 in.
4555
1844
1062
5345
2165
1246
-
2511
1445
-
2882
1659
24 in.
-
2767
1592
-
3247
1869
-
3766
2167
-
4323
2488
12 in.
4215
1707
982
4947
2003
1153
5737
2323
1337
-
2667
1535
16 in.
5620
2276
1310
-
2671
1537
-
3098
1783
-
3556
2047
24 in.
-
3414
1965
-
4007
2306
-
4647
2674
-
5334
3070
12 in.
5082
2058
1184
5964
2415
1390
-
2801
1612
-
3215
1851
16 in.
-
2744
1579
-
3220
1853
-
3735
2149
-
4287
2467
ENGINEERED DESIGN
Wall
Height
83
24 in.
4116
2369
4830
2780
5602
3224
3701
Tabulated bending stresses assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in
other exposures, the tabulated values shall be multiplied by the appropriate adjustment factor in Table 1.1.
Tabulated bending stresses shall be permitted to be multiplied by 0.92 for framing not located within 3 feet of corners for buildings
less than 30 feet in width (W), or within W/10 of corners for buildings greater than 30 feet in width.
The tabulated bending stress (fb) shall be less than or equal to the allowable bending design value (Fb').
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
84
ENGINEERED DESIGN
Table 2.9B
Exterior Wall Stud Compression Stresses
Dead Load Assumptions: Roof Assembly DL = 20 psf, Wall Assembly DL = 99 plf, Floor Assembly DL = 10 psf, Floor LL = 40 psf
Ground Snow Load or
Roof Live Load
20 psf RLL
30 psf GSL
50 psf GSL
70 psf GSL
Building Width (ft.)
Loadbearing
Stud Spacing
Wall
Supporting
Stud
Size
12
24
36
60
12
24
36
60
12
24
36
60
12
24
36
60
Induced fc (psi)1
2x4
80
126
171
263
93
145
198
303
123
194
266
411
152
243
335
519
2x6
51
80
109
167
59
92
126
193
78
124
169
261
97
155
213
330
2x8
39
61
83
127
45
70
95
146
59
94
128
198
73
117
162
250
2x4
106
167
228
350
124
194
264
404
164
259
355
548
203
324
446
16 in.
2x6
68
107
145
223
79
123
168
257
104
165
226
348
129
206
284
440
2x8
51
81
110
169
60
94
127
195
79
125
171
264
98
156
215
334
2x4
160
251
342
525
187
291
395
605
245
388
532
304
486
24 in.
2x6
102
160
218
334
119
185
252
385
156
247
339
523
193
309
426
2x8
77
121
165
254
90
140
191
292
118
187
257
396
147
234
323
501
2x4
112
170
229
346
125
190
255
386
154
239
324
494
184
287
392
602
12 in.
2x6
71
108
146
220
80
121
162
246
98
152
206
314
117
183
249
383
2x8
54
82
110
167
60
92
123
186
75
115
156
238
89
139
189
290
2x4
149
227
305
461
167
253
340
514
206
318
431
658
245
383
523
16 in.
2x6
95
144
194
293
106
161
216
327
131
203
275
419
156
244
333
511
2x8
72
109
147
223
80
122
164
248
99
154
208
318
118
185
252
387
2x4
223
340
457
250
380
510
309
477
647
367
575
24 in.
2x6
142
216
291
440
159
242
325
491
196
304
412
628
234
366
499
2x8
108
164
221
334
121
183
246
373
149
230
312
477
177
278
379
581
2x4
135
222
309
483
139
228
317
496
167
264
362
558
197
313
431
12 in.
2x6
86
141
197
308
89
145
202
316
106
168
230
355
125
199
274
424
2x8
65
107
149
233
67
110
153
239
81
128
175
269
95
151
208
322
2x4
180
296
412
645
185
304
423
223
353
483
262
418
574
16 in.
2x6
114
188
262
410
118
194
269
421
142
224
307
474
167
266
365
565
2x8
87
143
199
311
90
147
204
319
108
170
233
359
127
202
277
429
2x4
270
444
618
278
456
635
334
529
393
626
24 in.
2x6
172
283
393
615
177
290
404
631
213
337
461
250
399
548
2x8
130
214
298
467
134
220
306
479
161
255
350
539
190
302
416
643
2x4
154
241
328
502
158
247
336
515
186
283
381
577
215
332
449
12 in.
2x6
98
153
209
320
101
157
214
328
118
180
242
367
137
211
286
436
2x8
74
116
158
242
76
119
162
249
90
137
184
279
104
160
217
331
2x4
205
321
437
211
329
448
248
378
508
287
443
599
16 in.
2x6
130
204
278
426
134
210
285
437
158
240
323
490
183
282
381
581
2x8
99
155
211
323
102
159
216
331
120
182
245
371
139
214
289
441
2x4
307
482
656
316
494
372
567
431
24 in.
2x6
196
307
417
639
201
314
428
655
237
361
485
274
423
572
2x8
148
233
317
485
152
239
325
497
180
273
368
557
208
321
434
2x4
211
355
499
215
361
508
224
377
529
241
392
550
12 in.
2x6
134
226
318
501
137
230
323
509
143
240
337
531
153
249
350
552
2x8
102
171
241
380
104
174
245
386
108
182
255
403
116
189
266
419
2x4
281
474
287
482
299
502
322
522
16 in.
2x6
179
301
424
182
307
431
190
320
449
205
332
467
2x8
136
229
321
507
138
233
327
515
144
242
341
537
155
252
354
559
2x4
422
430
449
482
24 in.
2x6
268
452
636
274
460
646
285
479
307
499
2x8
204
343
482
208
349
490
217
364
511
233
378
531
Tabulated compression stresses (fc) shall be less than or equal to the allowable compression perpendicular to grain design value (Fc⊥') for top and
bottom plates, and less than or equal to the allowable compression parallel to grain design value (Fc||') for studs.
12 in.
Roof & Clear
Span Ceiling2
Roof, Ceiling,
& 1 Center
Bearing Floor2
Roof, Ceiling,
& 1 Clear
Span Floor3
Roof, Ceiling,
& 2 Center
Bearing
Floors3
Roof, Ceiling,
& 2 Clear
Span Floors4
1
2
Tabulated compression stresses (fc) shall be multiplied by 1.20 for spans greater than 40 feet.
3
Tabulated compression stresses (fc) shall be multiplied by 1.15 for spans greater than 40 feet.
4
Tabulated compression stresses (fc) shall be multiplied by 1.05 for spans greater than 40 feet.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCM C2c.PMD
84
8/24/2003, 6:28 AM
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 2.9C
85
Interior Loadbearing Wall Stud Compression Stresses from Live
Loads
Dead Load Assumptions: Wall Assembly DL = 99 plf, Floor Assembly DL = 10 psf, Floor LL = 40 psf
2
Building Width (ft.)
Stud Spacing
12 in.
1 Floor Only
16 in.
24 in.
12 in.
2 Floors Only
16 in.
24 in.
1
Stud Size
24
36
Induced fc (psi)
60
1
2x4
95
152
209
2x6
60
97
133
323
206
2x8
46
73
101
156
2x4
126
203
279
431
2x6
80
129
177
274
2x8
61
98
135
208
2x4
190
304
418
647
2x6
121
193
266
412
2x8
92
147
202
312
2x4
171
285
399
628
2x6
109
181
254
400
2x8
82
138
193
303
2x4
228
380
533
837
2x6
145
242
339
533
2x8
110
184
257
404
2x4
342
570
799
1256
2x6
217
363
508
799
ENGINEERED DESIGN
Loadbearing Wall
Supporting
12
2x8
165
275
386
606
Tabulated compression stresses (fc) shall be less than or equal to the allowable compression perpendicular to
grain design value (Fc⊥') for top and bottom plates, and less than or equal to the allowable compression parallel
to grain design value (Fc||') for studs.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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86
Table 2.10
ENGINEERED DESIGN
Exterior Wall Induced Moments from Wind Loads
Three Second Gust Wind
Speed (mph)
Wall Height
8 ft.
10 ft.
12 ft.
14 ft.
16 ft.
18 ft.
20 ft.
1
2
85
90
Stud
Spacing
100
110
120
130
140
150
Induced Moment (ft.-lbs.)1,2
12 in.
123
138
171
207
246
289
335
384
16 in.
165
184
228
276
328
385
446
512
24 in.
247
277
342
413
492
577
670
769
12 in.
186
209
258
312
372
436
506
581
16 in.
249
279
344
416
496
582
675
774
24 in.
373
418
516
625
743
872
1012
1161
12 in.
260
292
360
436
519
609
706
811
16 in.
347
389
480
581
692
812
941
1081
24 in.
521
584
720
872
1037
1218
1412
1621
12 in.
344
386
476
576
686
805
933
1072
16 in.
459
514
635
768
914
1073
1245
1429
24 in.
688
772
953
1153
1372
1610
1867
2143
12 in.
437
490
605
733
872
1023
1187
1362
16 in.
583
654
807
977
1162
1364
1582
1816
24 in.
875
981
1211
1465
1744
2046
2373
2724
12 in.
540
605
747
904
1076
1263
1464
1681
16 in.
720
807
996
1205
1434
1683
1952
2241
24 in.
1080
1210
1494
1808
2152
2525
2928
3362
12 in.
651
730
901
1090
1297
1522
1765
2026
16 in.
868
973
1201
1453
1729
2029
2354
2702
24 in.
1301
1459
1801
2180
2594
3044
3530
4053
Tabulated induced moments assume a building located in Exposure B with a mean roof
height of 33 feet. For buildings located in other exposures, the tabulated values shall be
multiplied by the appropriate adjustment factor in Table 1.1.
Tabulated induced moments shall be permitted to be multiplied by 0.92 for framing not
located within 3 feet of corners for buildings less than 30 feet in width (W), or within W/10
of corners for buildings greater than 30 feet in width.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 2.11
87
Loadbearing Wall Loads from Snow or Live Loads
(For Wall Studs, Headers, and Girders)
2
Dead Load Assumptions: Roof Assembly DL = 20 psf, Wall Assembly DL = 99 plf, Floor Assembly DL = 10 psf, Floor LL = 40 psf
GSL2
RLL
20
30
50
GSL3
50
391
664
939
1490
20
609
1067
1524
2439
631
1099
1567
2505
3
4
779
1289
1802
2831
933
1545
2162
3398
GSL4
30
50
70
20
30
50
70
30
50
200
320
440
680
285
443
605
931
20
531
820
1118
1720
GSL
RLL
70
408
632
862
1326
30
50
240
480
720
1200
259
517
776
1293
351
702
1053
1755
443
887
1330
2217
GSL3
RLL
70
20
GSL3
RLL
30
50
70
20
30
50
70
50
487
794
1102
1717
558
898
1241
1927
20
866
1410
1959
3060
GSL3
RLL
70
712
1154
1600
2493
30
50
300
600
900
1500
300
600
900
1500
20
300
600
900
1500
GSL
RLL
70
300
600
900
1500
30
50
380
609
838
1295
451
677
907
1374
575
866
1163
1762
698
1054
1420
2156
557
1014
1472
2387
562
1026
1489
2416
591
1083
1576
2560
677
1256
1834
2991
GSL4
RLL
70
20
30
50
GSL4
RLL
70
20
30
50
70
1
Roof Span (ft.)
2
30
Unit Header/Girder Beam Loads (plf)1
Ground Snow
RLL
Load or Roof Live
20
Load
1
699
1176
1658
2624
GSL2
RLL
70
545
920
1298
2057
Roof Span (ft.)
12
24
36
60
20
Unit Header/Girder Beam Loads (plf)
320
560
800
1280
12
24
36
60
30
70
GSL2
RLL
1
Roof Span (ft.)
Ground Snow
RLL
Load or Roof Live
20
Load
GSL2
RLL
ENGINEERED DESIGN
Ground Snow Load
or Roof Live Load (psf)
Unit Header/Girder Beam Loads (plf)
956
961
990 1019
1008 1030 1078 1167 708
730
878 1032 699
699
699
699
629
656
741
864
12
24
1766 1798 1878 1958 1166 1198 1388 1644 1299 1299 1299 1299 1008 1046 1105 1288 1713 1725 1782 1840
36
2523 2566 2679 2791 1623 1666 1901 2261 1899 1899 1899 1899 1387 1438 1519 1721 2471 2488 2575 2661
60
4038 4104 4281 4458 2538 2604 2930 3497 3099 3099 3099 3099 2144 2223 2346 2593 3986 4015 4159 4303
Tabulated loads assume simply-supported single span floor joists. For continuous two span floor joists, loads on interior loadbearing walls, headers, and girders
shall be multiplied by 1.25.
Tabulated loads shall be multiplied by 1.20 for spans greater than 40 feet.
Tabulated loads shall be multiplied by 1.15 for spans greater than 40 feet.
Tabulated loads shall be multiplied by 1.05 for spans greater than 40 feet.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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88
ENGINEERED DESIGN
Table 2.12A Ceiling Joist Spans for 10 psf Live Load
(Uninhabitable Attics Without Storage)
2x4
2x6
2x8
2x10
DL = 5 psf
LL/∆ = 240
Maximum Span 1
fb
E
Joist Spacing
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(psi)
(psi)
800,000
711
9 - 10
15 - 6
20 - 5
*
*
900,000
769
10 - 3
16 - 1
21 - 2
1,000,000
825
10 - 7
16 - 8
22 - 0
*
1,100,000
880
10 - 11
17 - 2
22 - 8
*
1,200,000
932
11 - 3
17 - 8
23 - 4
*
1,300,000
983
11 - 7
18 - 2
24 - 0
*
1,400,000
1,033
11 - 10
18 - 8
24 - 7
*
1,500,000
1,082
12 - 2
19 - 1
25 - 2
*
1,600,000
1,129
12 - 5
19 - 6
25 - 8
*
12 in.
1,700,000
1,176
12 - 8
19 - 11
*
*
1,800,000
1,221
12 - 11
20 - 3
*
*
1,900,000
1,266
13 - 2
20 - 8
*
*
2,000,000
1,310
13 - 4
21 - 0
*
*
2,100,000
1,354
13 - 7
21 - 4
*
*
2,200,000
1,396
13 - 9
21 - 8
*
*
2,300,000
1,438
14 - 0
22 - 0
*
*
2,400,000
1,480
14 - 2
22 - 4
*
*
800,000
783
8 - 11
14 - 1
18 - 6
23 - 8
900,000
847
9-4
14 - 7
19 - 3
24 - 7
1,000,000
909
9-8
15 - 2
19 - 11
25 - 5
1,100,000
968
9 - 11
15 - 7
20 - 7
*
1,200,000
1,026
10 - 3
16 - 1
21 - 2
*
1,300,000
1,082
10 - 6
16 - 6
21 - 9
*
1,400,000
1,137
10 - 9
16 - 11
22 - 4
*
1,500,000
1,191
11 - 0
17 - 4
22 - 10
*
1,600,000
1,243
11 - 3
17 - 8
23 - 4
*
16 in.
1,700,000
1,294
11 - 6
18 - 1
23 - 10
*
1,800,000
1,344
11 - 9
18 - 5
24 - 3
*
1,900,000
1,394
11 - 11
18 - 9
24 - 8
*
2,000,000
1,442
12 - 2
19 - 1
25 - 2
*
2,100,000
1,490
12 - 4
19 - 5
25 - 7
*
2,200,000
1,537
12 - 6
19 - 8
25 - 11
*
2,300,000
1,583
12 - 9
20 - 0
*
*
2,400,000
1,629
12 - 11
20 - 3
*
*
800,000
832
8-5
13 - 3
17 - 5
22 - 3
900,000
900
8-9
13 - 9
18 - 2
23 - 2
1,000,000
965
9-1
14 - 3
18 - 9
24 - 0
1,100,000
1,029
9-4
14 - 8
19 - 5
24 - 9
1,200,000
1,090
9-8
15 - 2
19 - 11
25 - 5
1,300,000
1,150
9 - 11
15 - 7
20 - 6
*
1,400,000
1,208
10 - 2
15 - 11
21 - 0
*
1,500,000
1,265
10 - 4
16 - 4
21 - 6
*
1,600,000
1,321
10 - 7
16 - 8
22 - 0
*
19.2 in.
1,700,000
1,375
10 - 10
17 - 0
22 - 5
*
1,800,000
1,429
11 - 0
17 - 4
22 - 10
*
1,900,000
1,481
11 - 3
17 - 8
23 - 3
*
2,000,000
1,533
11 - 5
17 - 11
23 - 8
*
2,100,000
1,583
11 - 7
18 - 3
24 - 0
*
2,200,000
1,633
11 - 9
18 - 6
24 - 5
*
2,300,000
1,682
12 - 0
18 - 10
24 - 9
*
2,400,000
1,731
12 - 2
19 - 1
25 - 2
*
800,000
896
7 - 10
12 - 3
16 - 2
20 - 8
900,000
969
8-1
12 - 9
16 - 10
21 - 6
1,000,000
1,040
8-5
13 - 3
17 - 5
22 - 3
1,100,000
1,108
8-8
13 - 8
18 - 0
23 - 0
1,200,000
1,174
8 - 11
14 - 1
18 - 6
23 - 8
1,300,000
1,239
9-2
14 - 5
19 - 0
24 - 3
1,400,000
1,302
9-5
14 - 9
19 - 6
24 - 10
1,500,000
1,363
9-8
15 - 2
19 - 11
25 - 5
1,600,000
1,423
9 - 10
15 - 6
20 - 5
*
24 in.
1,700,000
1,481
10 - 0
15 - 9
20 - 10
*
1,800,000
1,539
10 - 3
16 - 1
21 - 2
*
1,900,000
1,595
10 - 5
16 - 4
21 - 7
*
2,000,000
1,651
10 - 7
16 - 8
22 - 0
*
2,100,000
1,706
10 - 9
16 - 11
22 - 4
*
2,200,000
1,759
10 - 11
17 - 2
22 - 8
*
2,300,000
1,812
11 - 1
17 - 5
23 - 0
*
2,400,000
1,864
11 - 3
17 - 8
23 - 4
*
1
Bracing shall be provided in accordance with 2.3.1.4.
* Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
89
Table 2.12B Ceiling Joist Spans for 20 psf Live Load
(Uninhabitable Attics With Limited Storage)
2x4
LL/∆ = 240
Joist Spacing
16 in.
19.2 in.
24 in.
1
*
fb
(psi)
(ft.-in.)
896
969
1,040
1,108
1,174
1,239
1,302
1,363
1,423
1,481
1,539
1,595
1,651
1,706
1,759
1,812
1,864
986
1,067
1,145
1,220
1,293
1,364
1,433
1,500
1,566
1,631
1,694
1,756
1,817
1,877
1,936
1,995
2,052
1,048
1,134
1,216
1,296
1,374
1,449
1,522
1,594
1,664
1,733
1,800
1,866
1,931
1,995
2,058
2,120
2,181
1,129
1,221
1,310
1,396
1,480
1,561
1,640
1,717
1,793
1,866
1,939
2,010
2,080
2,149
2,217
2,283
2,349
7 - 10
8-1
8-5
8-8
8 - 11
9-2
9-5
9-8
9 - 10
10 - 0
10 - 3
10 - 5
10 - 7
10 - 9
10 - 11
11 - 1
11 - 3
7-1
7-5
7-8
7 - 11
8-1
8-4
8-7
8-9
8 - 11
9-1
9-4
9-6
9-8
9-9
9 - 11
10 - 1
10 - 3
6-8
6 - 11
7-2
7-5
7-8
7 - 10
8-1
8-3
8-5
8-7
8-9
8 - 11
9-1
9-3
9-4
9-6
9-8
6-2
6-5
6-8
6 - 11
7-1
7-3
7-6
7-8
7 - 10
8-0
8-1
8-3
8-5
8-7
8-8
8 - 10
8 - 11
2x6
2x8
Maximum Span 1
(ft.-in.)
12 - 3
12 - 9
13 - 3
13 - 8
14 - 1
14 - 5
14 - 9
15 - 2
15 - 6
15 - 9
16 - 1
16 - 4
16 - 8
16 - 11
17 - 2
17 - 5
17 - 8
11 - 2
11 - 7
12 - 0
12 - 5
12 - 9
13 - 1
13 - 5
13 - 9
14 - 1
14 - 4
14 - 7
14 - 11
15 - 2
15 - 5
15 - 7
15 - 10
16 - 1
10 - 6
10 - 11
11 - 4
11 - 8
12 - 0
12 - 4
12 - 8
12 - 11
13 - 3
13 - 6
13 - 9
14 - 0
14 - 3
14 - 6
14 - 8
14 - 11
15 - 2
9-9
10 - 2
10 - 6
10 - 10
11 - 2
11 - 5
11 - 9
12 - 0
12 - 3
12 - 6
12 - 9
13 - 0
13 - 3
13 - 5
13 - 8
13 - 10
14 - 1
(ft.-in.)
2x10
2
(ft.-in.)
16 - 2
16 - 10
17 - 5
18 - 0
18 - 6
19 - 0
19 - 6
19 - 11
20 - 5
20 - 10
21 - 2
21 - 7
22 - 0
22 - 4
22 - 8
23 - 0
23 - 4
14 - 8
15 - 3
15 - 10
16 - 4
16 - 10
17 - 3
17 - 9
18 - 2
18 - 6
18 - 11
19 - 3
19 - 7
19 - 11
20 - 3
20 - 7
20 - 11
21 - 2
13 - 10
14 - 5
14 - 11
15 - 5
15 - 10
16 - 3
16 - 8
17 - 1
17 - 5
17 - 9
18 - 2
18 - 5
18 - 9
19 - 1
19 - 5
19 - 8
19 - 11
12 - 10
13 - 4
13 - 10
14 - 3
14 - 8
15 - 1
15 - 6
15 - 10
16 - 2
16 - 6
16 - 10
17 - 2
17 - 5
17 - 9
18 - 0
18 - 3
18 - 6
20 - 8
21 - 6
22 - 3
23 - 0
23 - 8
24 - 3
24 - 10
25 - 5
*
*
*
*
*
*
*
*
*
18 - 9
19 - 6
20 - 2
20 - 10
21 - 6
22 - 1
22 - 7
23 - 2
23 - 8
24 - 1
24 - 7
25 - 0
25 - 5
25 - 10
*
*
*
17 - 8
18 - 4
19 - 0
19 - 7
20 - 2
20 - 9
21 - 3
21 - 9
22 - 3
22 - 8
23 - 2
23 - 7
24 - 0
24 - 4
24 - 9
25 - 1
25 - 5
16 - 5
17 - 0
17 - 8
18 - 3
18 - 9
19 - 3
19 - 9
20 - 2
20 - 8
21 - 1
21 - 6
21 - 10
22 - 3
22 - 7
23 - 0
23 - 4
23 - 8
ENGINEERED DESIGN
12 in.
E
(psi)
800,000
900,000
1,000,000
1,100,000
1,200,000
1,300,000
1,400,000
1,500,000
1,600,000
1,700,000
1,800,000
1,900,000
2,000,000
2,100,000
2,200,000
2,300,000
2,400,000
800,000
900,000
1,000,000
1,100,000
1,200,000
1,300,000
1,400,000
1,500,000
1,600,000
1,700,000
1,800,000
1,900,000
2,000,000
2,100,000
2,200,000
2,300,000
2,400,000
800,000
900,000
1,000,000
1,100,000
1,200,000
1,300,000
1,400,000
1,500,000
1,600,000
1,700,000
1,800,000
1,900,000
2,000,000
2,100,000
2,200,000
2,300,000
2,400,000
800,000
900,000
1,000,000
1,100,000
1,200,000
1,300,000
1,400,000
1,500,000
1,600,000
1,700,000
1,800,000
1,900,000
2,000,000
2,100,000
2,200,000
2,300,000
2,400,000
DL = 10 psf
Bracing shall be provided in accordance with 2.3.1.4.
Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCM C2c.PMD
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8/24/2003, 6:54 AM
101256503
90
ENGINEERED DESIGN
TABLE
2.13A
Table 2.13A Ceiling Framing Capacity
Requirements
for 10 psf Live Load
CEILING
FRAMING CAPACITY REQUIREMENTS FOR 10 PSF LIVE LOAD
(Uninhabitable Attics Without Storage)
(No Attic Storage)
Ceiling Live Load = 10 psf
Dead Load = 5 psf
LL/∆ = 240
Required Joist Capacities
Framing
Spacing
Maximum
Span (ft.)
12 in.
16 in.
19.2 in.
24 in.
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
Apparent Rigidity1,2
2
(in. - lbs.)
4,500,000
6,000,000
7,800,000
9,900,000
12,300,000
15,200,000
18,400,000
22,100,000
26,200,000
30,900,000
36,000,000
6,000,000
8,000,000
10,400,000
13,200,000
16,500,000
20,300,000
24,600,000
29,500,000
35,000,000
41,200,000
48,000,000
7,200,000
9,600,000
12,400,000
15,800,000
19,800,000
24,300,000
29,500,000
35,400,000
42,000,000
49,400,000
57,600,000
9,000,000
12,000,000
15,600,000
19,800,000
24,700,000
30,400,000
36,900,000
44,200,000
52,500,000
61,700,000
72,000,000
Moment
(ft. - lbs.)
190
230
270
320
370
420
480
540
610
680
750
250
300
360
420
490
560
640
720
810
900
1,000
300
360
430
510
590
680
770
870
970
1,080
1,200
380
450
540
630
740
840
960
1,080
1,220
1,350
1,500
Bearing3,4
(lbs.)
80
80
90
100
110
110
120
130
140
140
150
100
110
120
130
140
150
160
170
180
190
200
120
130
140
160
170
180
190
200
220
230
240
150
170
180
200
210
230
240
260
270
290
300
See footnotes 1-4.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
91
TABLE
2.13B
Table 2.13B Ceiling Framing Capacity
Requirements
for 20 psf Live Load
CEILING
FRAMING CAPACITY REQUIREMENTS FOR 20 PSF LIVE LOAD
(Uninhabitable Attics With Limited Storage)
(Limited Attic Storage)
Ceiling Live Load = 20 psf
Dead Load = 10 psf
LL/∆ = 240
2
Required Joist Capacities
Maximum
Span (ft.)
12 in.
16 in.
19.2 in.
24 in.
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
Apparent Rigidity1,2
2
(in. - lbs.)
9,000,000
12,000,000
15,600,000
19,800,000
24,700,000
30,400,000
36,900,000
44,200,000
52,500,000
61,700,000
72,000,000
12,000,000
16,000,000
20,700,000
26,400,000
32,900,000
40,500,000
49,200,000
59,000,000
70,000,000
82,300,000
96,000,000
14,400,000
19,200,000
24,900,000
31,600,000
39,500,000
48,600,000
59,000,000
70,700,000
84,000,000
98,800,000
115,200,000
18,000,000
24,000,000
31,100,000
39,500,000
49,400,000
60,800,000
73,700,000
88,400,000
105,000,000
123,500,000
144,000,000
Moment
(ft. - lbs.)
380
450
540
630
740
840
960
1,080
1,220
1,350
1,500
500
610
720
850
980
1,130
1,280
1,450
1,620
1,810
2,000
600
730
860
1,010
1,180
1,350
1,540
1,730
1,940
2,170
2,400
750
910
1,080
1,270
1,470
1,690
1,920
2,170
2,430
2,710
3,000
Bearing3,4
(lbs.)
150
170
180
200
210
230
240
260
270
290
300
200
220
240
260
280
300
320
340
360
380
400
240
260
290
310
340
360
380
410
430
460
480
300
330
360
390
420
450
480
510
540
570
600
ENGINEERED DESIGN
Framing
Spacing
See footnotes 1-4.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
92
ENGINEERED DESIGN
Footnotes to Tables 2.13A-B
1
Apparent rigidity capacities shall include the effects of both bending and shear deflections. Apparent rigidity capacities have been adjusted for solid-sawn lumber to account for these effects. Contact the I-joist manufacturer for
apparent rigidity capacities to be used for I-joists in this table.
2
Tabulated apparent rigidity requirements assume single span conditions. For continuous span conditions, tabulated
apparent rigidity requirements shall be permitted to be multiplied by 0.75.
3
Tabulated bearing capacity requirements are intended for single span applications. For bearing capacity requirements
for interior bearing points of continuous span applications, the tabulated bearing capacities shall be multiplied by 2.5.
4
Tabulated bearing capacity requirements are applicable when determining shear capacity requirements for single span
applications. For shear capacity requirements of continuous span applications, the tabulated bearing capacities shall
be multiplied by 1.25.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
93
TABLE 2.14A
RAFTER
SPANS
FOR 20
PSF LIVE LOAD
Table 2.14A Rafter Spans
for 20
psf Live
Load
2x4
DL = 10 psf
DL = 20 psf
LL/∆ = 180
LL/∆ = 240
2x8
2x10
Maximum Span1,2,3
fb
(psi)
AMERICAN FOREST & PAPER ASSOCIATION
2x12
(ft.-in.)
(ft.-in.)
9-9
13 - 9
16 - 11
19 - 6
21 - 10
23 - 11
25 - 10
*
*
*
*
*
*
*
*
8-5
11 - 11
14 - 8
16 - 11
18 - 11
20 - 8
22 - 4
23 - 11
25 - 4
*
*
*
*
*
*
7-9
10 - 11
13 - 4
15 - 5
17 - 3
18 - 11
20 - 5
21 - 10
23 - 2
24 - 5
25 - 7
*
*
*
*
6 - 11
9-9
11 - 11
13 - 9
15 - 5
16 - 11
18 - 3
19 - 6
20 - 8
21 - 10
22 - 10
23 - 11
24 - 10
25 - 10
*
11 - 10
16 - 9
20 - 6
23 - 9
*
*
*
*
*
*
*
*
*
*
*
10 - 3
14 - 6
17 - 9
20 - 6
23 - 0
25 - 2
*
*
*
*
*
*
*
*
*
9-5
13 - 3
16 - 3
18 - 9
21 - 0
23 - 0
24 - 10
*
*
*
*
*
*
*
*
8-5
11 - 10
14 - 6
16 - 9
18 - 9
20 - 6
22 - 2
23 - 9
25 - 2
*
*
*
*
*
*
2
ENGINEERED DESIGN
E
E
(ft.-in.)
(ft.-in.)
(ft.-in.)
(psi)
(psi)
200
267
63,246
84,327
3-8
5 - 10
7-8
400
533
178,885
238,514
5-3
8-2
10 - 10
600
800
328,634
438,178
6-5
10 - 0
13 - 3
800
1,067
505,964
674,619
7-5
11 - 7
15 - 3
1,000
1,333
707,107
942,809
8-3
13 - 0
17 - 1
1,200
1,600
929,516
1,239,355
9-0
14 - 2
18 - 9
1,400
1,867
1,171,324
1,561,765
9-9
15 - 4
20 - 3
1,600
2,133
1,431,084
1,908,111
10 - 5
16 - 5
21 - 7
12 in.
1,800
2,400
1,707,630
2,276,840
11 - 1
17 - 5
22 - 11
2,000
2,667
2,000,000
2,666,667
11 - 8
18 - 4
24 - 2
2,200
2,933
2,307,379
3,076,506
12 - 3
19 - 3
25 - 4
2,400
3,200
2,629,068
3,505,424
12 - 9
20 - 1
*
2,600
3,467
2,964,456
3,952,608
13 - 4
20 - 11
*
2,800
3,733
3,313,005
4,417,340
13 - 10
21 - 8
*
3,000
4,000
3,674,235
4,898,979
14 - 3
22 - 5
*
200
267
54,772
73,030
3-2
5-0
6-7
400
533
154,919
206,559
4-6
7-1
9-4
600
800
284,605
379,473
5-6
8-8
11 - 6
800
1,067
438,178
584,237
6-5
10 - 0
13 - 3
1,000
1,333
612,372
816,497
7-2
11 - 3
14 - 10
1,200
1,600
804,984
1,073,313
7 - 10
12 - 4
16 - 3
1,400
1,867
1,014,396
1,352,528
8-5
13 - 3
17 - 6
1,600
2,133
1,239,355
1,652,473
9-0
14 - 2
18 - 9
16 in.
1,800
2,400
1,478,851
1,971,801
9-7
15 - 1
19 - 10
2,000
2,667
1,732,051
2,309,401
10 - 1
15 - 11
20 - 11
2,200
2,933
1,998,249
2,664,332
10 - 7
16 - 8
22 - 0
2,400
3,200
2,276,840
3,035,787
11 - 1
17 - 5
22 - 11
2,600
3,467
2,567,294
3,423,059
11 - 6
18 - 1
23 - 10
2,800
3,733
2,869,146
3,825,528
12 - 0
18 - 9
24 - 9
3,000
4,000
3,181,981
4,242,641
12 - 4
19 - 5
25 - 8
200
267
50,000
66,667
2 - 11
4-7
6-1
400
533
141,421
188,562
4-1
6-6
8-7
600
800
259,808
346,410
5-1
7 - 11
10 - 6
800
1,067
400,000
533,333
5 - 10
9-2
12 - 1
1,000
1,333
559,017
745,356
6-6
10 - 3
13 - 6
1,200
1,600
734,847
979,796
7-2
11 - 3
14 - 10
1,400
1,867
926,013
1,234,684
7-9
12 - 2
16 - 0
1,600
2,133
1,131,371
1,508,494
8-3
13 - 0
17 - 1
19.2 in.
1,800
2,400
1,350,000
1,800,000
8-9
13 - 9
18 - 2
2,000
2,667
1,581,139
2,108,185
9-3
14 - 6
19 - 1
2,200
2,933
1,824,144
2,432,192
9-8
15 - 2
20 - 0
2,400
3,200
2,078,461
2,771,281
10 - 1
15 - 11
20 - 11
2,600
3,467
2,343,608
3,124,811
10 - 6
16 - 6
21 - 9
2,800
3,733
2,619,160
3,492,214
10 - 11
17 - 2
22 - 7
3,000
4,000
2,904,738
3,872,983
11 - 4
17 - 9
23 - 5
200
267
44,721
59,628
2-7
4-1
5-5
400
533
126,491
168,655
3-8
5 - 10
7-8
600
800
232,379
309,839
4-6
7-1
9-4
800
1,067
357,771
477,028
5-3
8-2
10 - 10
1,000
1,333
500,000
666,667
5 - 10
9-2
12 - 1
1,200
1,600
657,267
876,356
6-5
10 - 0
13 - 3
1,400
1,867
828,251
1,104,335
6 - 11
10 - 10
14 - 4
1,600
2,133
1,011,929
1,349,238
7-5
11 - 7
15 - 3
24 in.
1,800
2,400
1,207,477
1,609,969
7 - 10
12 - 4
16 - 3
2,000
2,667
1,414,214
1,885,618
8-3
13 - 0
17 - 1
2,200
2,933
1,631,564
2,175,418
8-8
13 - 7
17 - 11
2,400
3,200
1,859,032
2,478,709
9-0
14 - 2
18 - 9
2,600
3,467
2,096,187
2,794,916
9-5
14 - 9
19 - 6
2,800
3,733
2,342,648
3,123,531
9-9
15 - 4
20 - 3
3,000
4,000
2,598,076
3,464,102
10 - 1
15 - 11
20 - 11
*
Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
See footnotes 1-3.
Rafter Spacing
fb
(psi)
2x6
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
94
ENGINEERED DESIGN
TABLE 2.14B
PSF GROUND
SNOW LOAD
Table 2.14B RafterRAFTER
Spans SPANS
for 30FOR
psf30
Ground
Snow Load
DL = 10 psf
DL = 20 psf
fb
fb
Rafter Spacing
(psi)
(psi)
200
240
400
490
600
730
800
980
1,000
1,220
1,200
1,470
1,400
1,710
1,600
1,960
12 in.
1,800
2,200
2,000
2,450
2,200
2,690
2,400
2,940
2,600
3,180
2,800
3,430
3,000
3,670
200
240
400
490
600
730
800
980
1,000
1,220
1,200
1,470
1,400
1,710
1,600
1,960
16 in.
1,800
2,200
2,000
2,450
2,200
2,690
2,400
2,940
2,600
3,180
2,800
3,430
3,000
3,670
200
240
400
490
600
730
800
980
1,000
1,220
1,200
1,470
1,400
1,710
1,600
1,960
19.2 in.
1,800
2,200
2,000
2,450
2,200
2,690
2,400
2,940
2,600
3,180
2,800
3,430
3,000
3,670
200
240
400
490
600
730
800
980
1,000
1,220
1,200
1,470
1,400
1,710
1,600
1,960
24 in.
1,800
2,200
2,000
2,450
2,200
2,690
2,400
2,940
2,600
3,180
2,800
3,430
3,000
3,670
† Spans are limited to 20 feet in length.
See footnotes 1-2.
LL/∆ = 180
E
(psi)
60,000
170,000
310,000
480,000
670,000
890,000
1,120,000
1,370,000
1,630,000
1,910,000
2,200,000
2,510,000
2,830,000
3,160,000
3,510,000
50,000
150,000
270,000
420,000
580,000
770,000
970,000
1,180,000
1,410,000
1,650,000
1,910,000
2,170,000
2,450,000
2,740,000
3,040,000
50,000
130,000
250,000
380,000
530,000
700,000
880,000
1,080,000
1,290,000
1,510,000
1,740,000
1,980,000
2,240,000
2,500,000
2,770,000
40,000
120,000
220,000
340,000
480,000
630,000
790,000
970,000
1,150,000
1,350,000
1,560,000
1,770,000
2,000,000
2,240,000
2,480,000
LL/∆ = 240
E
(psi)
80,000
230,000
420,000
640,000
900,000
1,180,000
1,490,000
1,820,000
2,170,000
2,540,000
2,940,000
3,340,000
3,770,000
4,210,000
4,670,000
70,000
200,000
360,000
560,000
780,000
1,020,000
1,290,000
1,580,000
1,880,000
2,200,000
2,540,000
2,900,000
3,270,000
3,650,000
4,050,000
60,000
180,000
330,000
510,000
710,000
930,000
1,180,000
1,440,000
1,720,000
2,010,000
2,320,000
2,640,000
2,980,000
3,330,000
3,700,000
60,000
160,000
300,000
460,000
640,000
840,000
1,050,000
1,290,000
1,540,000
1,800,000
2,080,000
2,370,000
2,670,000
2,980,000
3,310,000
AMERICAN WOOD COUNCIL
2x4
2x6
2x8
2x10
Maximum Span1,2
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
3-0
4-3
5-3
6-1
6-9
7-5
8-0
8-7
9-1
9-7
10 - 0
10 - 6
10 - 11
11 - 4
11 - 9
2-7
3-8
4-6
5-3
5 - 10
6-5
6 - 11
7-5
7 - 10
8-3
8-8
9-1
9-5
9 - 10
10 - 2
2-5
3-5
4-2
4-9
5-4
5 - 10
6-4
6-9
7-2
7-7
7 - 11
8-3
8-7
8 - 11
9-3
2-2
3-0
3-8
4-3
4-9
5-3
5-8
6-1
6-5
6-9
7-1
7-5
7-9
8-0
8-3
4-9
6-9
8-3
9-6
10 - 8
11 - 8
12 - 7
13 - 5
14 - 3
15 - 0
15 - 9
16 - 6
17 - 2
17 - 9
18 - 5
4-1
5 - 10
7-2
8-3
9-2
10 - 1
10 - 11
11 - 8
12 - 4
13 - 0
13 - 8
14 - 3
14 - 10
15 - 5
15 - 11
3-9
5-4
6-6
7-6
8-5
9-2
9 - 11
10 - 8
11 - 3
11 - 11
12 - 6
13 - 0
13 - 7
14 - 1
14 - 7
3-4
4-9
5 - 10
6-9
7-6
8-3
8 - 11
9-6
10 - 1
10 - 8
11 - 2
11 - 8
12 - 1
12 - 7
13 - 0
6-3
8 - 10
10 - 10
12 - 6
14 - 0
15 - 4
16 - 7
17 - 9
18 - 10
19 - 10
†
†
†
†
†
5-5
7-8
9-5
10 - 10
12 - 2
13 - 3
14 - 4
15 - 4
16 - 3
17 - 2
18 - 0
18 - 10
19 - 7
†
†
5-0
7-0
8-7
9 - 11
11 - 1
12 - 2
13 - 1
14 - 0
14 - 10
15 - 8
16 - 5
17 - 2
17 - 10
18 - 6
19 - 2
4-5
6-3
7-8
8 - 10
9 - 11
10 - 10
11 - 9
12 - 6
13 - 3
14 - 0
14 - 8
15 - 4
16 - 0
16 - 7
17 - 2
8-0
11 - 4
13 - 10
16 - 0
17 - 10
19 - 7
†
†
†
†
†
†
†
†
†
6 - 11
9-9
12 - 0
13 - 10
15 - 6
17 - 0
18 - 4
19 - 7
†
†
†
†
†
†
†
6-4
8 - 11
10 - 11
12 - 8
14 - 2
15 - 6
16 - 9
17 - 10
19 - 0
20 - 0
†
†
†
†
†
5-8
8-0
9-9
11 - 4
12 - 8
13 - 10
15 - 0
16 - 0
17 - 0
17 - 10
18 - 9
19 - 7
†
†
†
9-9
13 - 9
16 - 10
19 - 5
†
†
†
†
†
†
†
†
†
†
†
8-5
11 - 11
14 - 7
16 - 10
18 - 10
†
†
†
†
†
†
†
†
†
†
7-8
10 - 10
13 - 4
15 - 4
17 - 2
18 - 10
†
†
†
†
†
†
†
†
†
6 - 10
9-9
11 - 11
13 - 9
15 - 4
16 - 10
18 - 2
19 - 5
†
†
†
†
†
†
†
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
95
TABLE 2.14C
SPANS
PSF GROUND
SNOW LOAD
Table 2.14C RafterRAFTER
Spans for
50 FOR
psf 50
Ground
Snow Load
LL/∆ = 180
E
(psi)
50,000
150,000
280,000
430,000
600,000
790,000
1,000,000
1,220,000
1,450,000
1,700,000
1,960,000
2,240,000
2,520,000
2,820,000
3,130,000
50,000
130,000
240,000
370,000
520,000
680,000
860,000
1,050,000
1,260,000
1,470,000
1,700,000
1,940,000
2,180,000
2,440,000
2,710,000
40,000
120,000
220,000
340,000
480,000
630,000
790,000
960,000
1,150,000
1,350,000
1,550,000
1,770,000
1,990,000
2,230,000
2,470,000
40,000
110,000
200,000
300,000
430,000
560,000
700,000
860,000
1,030,000
1,200,000
1,390,000
1,580,000
1,780,000
1,990,000
2,210,000
LL/∆ = 240
E
(psi)
70,000
200,000
370,000
570,000
800,000
1,050,000
1,330,000
1,620,000
1,940,000
2,270,000
2,620,000
2,980,000
3,360,000
3,760,000
4,170,000
60,000
180,000
320,000
500,000
690,000
910,000
1,150,000
1,410,000
1,680,000
1,960,000
2,270,000
2,580,000
2,910,000
3,250,000
3,610,000
60,000
160,000
290,000
450,000
630,000
830,000
1,050,000
1,280,000
1,530,000
1,790,000
2,070,000
2,360,000
2,660,000
2,970,000
3,300,000
50,000
140,000
260,000
410,000
570,000
750,000
940,000
1,150,000
1,370,000
1,600,000
1,850,000
2,110,000
2,380,000
2,660,000
2,950,000
2x4
2x6
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-5
3-6
4-3
4 - 11
5-6
6-0
6-6
6 - 11
7-4
7-9
8-2
8-6
8 - 10
9-2
9-6
2-2
3-0
3-8
4-3
4-9
5-2
5-8
6-0
6-5
6-9
7-1
7-4
7-8
8-0
8-3
1 - 11
2-9
3-4
3 - 11
4-4
4-9
5-2
5-6
5 - 10
6-2
6-5
6-9
7-0
7-3
7-6
1-9
2-5
3-0
3-6
3 - 11
4-3
4-7
4 - 11
5-2
5-6
5-9
6-0
6-3
6-6
6-9
3 - 10
5-5
6-8
7-9
8-8
9-5
10 - 2
10 - 11
11 - 7
12 - 2
12 - 10
13 - 4
13 - 11
14 - 5
14 - 11
3-4
4-9
5-9
6-8
7-6
8-2
8 - 10
9-5
10 - 0
10 - 7
11 - 1
11 - 7
12 - 1
12 - 6
12 - 11
3-1
4-4
5-3
6-1
6 - 10
7-6
8-1
8-8
9-2
9-8
10 - 1
10 - 7
11 - 0
11 - 5
11 - 10
2-9
3 - 10
4-9
5-5
6-1
6-8
7-3
7-9
8-2
8-8
9-1
9-5
9 - 10
10 - 2
10 - 7
5-1
7-2
8 - 10
10 - 2
11 - 4
12 - 5
13 - 5
14 - 5
15 - 3
16 - 1
16 - 10
17 - 7
18 - 4
19 - 0
19 - 8
4-5
6-3
7-8
8 - 10
9 - 10
10 - 9
11 - 8
12 - 5
13 - 3
13 - 11
14 - 7
15 - 3
15 - 11
16 - 6
17 - 1
4-0
5-8
7-0
8-0
9-0
9 - 10
10 - 8
11 - 4
12 - 1
12 - 9
13 - 4
13 - 11
14 - 6
15 - 1
15 - 7
3-7
5-1
6-3
7-2
8-0
8 - 10
9-6
10 - 2
10 - 9
11 - 4
11 - 11
12 - 5
13 - 0
13 - 5
13 - 11
6-6
9-2
11 - 3
13 - 0
14 - 6
15 - 11
17 - 2
18 - 4
19 - 6
†
†
†
†
†
†
5-7
7 - 11
9-9
11 - 3
12 - 7
13 - 9
14 - 10
15 - 11
16 - 10
17 - 9
18 - 8
19 - 6
†
†
†
5-2
7-3
8 - 11
10 - 3
11 - 6
12 - 7
13 - 7
14 - 6
15 - 5
16 - 3
17 - 0
17 - 9
18 - 6
19 - 2
19 - 10
4-7
6-6
7 - 11
9-2
10 - 3
11 - 3
12 - 2
13 - 0
13 - 9
14 - 6
15 - 3
15 - 11
16 - 7
17 - 2
17 - 9
7 - 11
11 - 2
13 - 8
15 - 9
17 - 8
19 - 4
†
†
†
†
†
†
†
†
†
6 - 10
9-8
11 - 10
13 - 8
15 - 3
16 - 9
18 - 1
19 - 4
†
†
†
†
†
†
†
6-3
8 - 10
10 - 10
12 - 6
13 - 11
15 - 3
16 - 6
17 - 8
18 - 9
19 - 9
†
†
†
†
†
5-7
7 - 11
9-8
11 - 2
12 - 6
13 - 8
14 - 9
15 - 9
16 - 9
17 - 8
18 - 6
19 - 4
†
†
†
AMERICAN FOREST & PAPER ASSOCIATION
2x8
2x10
Maximum Span1,2
2x12
2
ENGINEERED DESIGN
DL = 10 psf
DL = 20 psf
fb
fb
Rafter Spacing
(psi)
(psi)
200
230
400
460
600
690
800
920
1,000
1,150
1,200
1,380
1,400
1,610
1,600
1,840
12 in.
1,800
2,070
2,000
2,300
2,200
2,520
2,400
2,750
2,600
2,980
2,800
3,210
3,000
3,440
200
230
400
460
600
690
800
920
1,000
1,150
1,200
1,380
1,400
1,610
1,600
1,840
16 in.
1,800
2,070
2,000
2,300
2,200
2,520
2,400
2,750
2,600
2,980
2,800
3,210
3,000
3,440
200
230
400
460
600
690
800
920
1,000
1,150
1,200
1,380
1,400
1,610
1,600
1,840
19.2 in.
1,800
2,070
2,000
2,300
2,200
2,520
2,400
2,750
2,600
2,980
2,800
3,210
3,000
3,440
200
230
400
460
600
690
800
920
1,000
1,150
1,200
1,380
1,400
1,610
1,600
1,840
24 in.
1,800
2,070
2,000
2,300
2,200
2,520
2,400
2,750
2,600
2,980
2,800
3,210
3,000
3,440
† Spans are limited to 20 feet in length.
See footnotes 1-2.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
96
ENGINEERED DESIGN
TABLE 2.14D
PSF GROUND
SNOW LOAD
Table 2.14D RafterRAFTER
Spans SPANS
for 70 FOR
psf 70
Ground
Snow Load
DL = 10 psf
DL = 20 psf
fb
fb
Rafter Spacing
(psi)
(psi)
200
220
400
440
600
670
800
890
1,000
1,110
1,200
1,330
1,400
1,550
1,600
1,780
12 in.
1,800
2,000
2,000
2,220
2,200
2,440
2,400
2,660
2,600
2,890
2,800
3,110
3,000
3,330
200
220
400
440
600
670
800
890
1,000
1,110
1,200
1,330
1,400
1,550
1,600
1,780
16 in.
1,800
2,000
2,000
2,220
2,200
2,440
2,400
2,660
2,600
2,890
2,800
3,110
3,000
3,330
200
220
400
440
600
670
800
890
1,000
1,110
1,200
1,330
1,400
1,550
1,600
1,780
19.2 in.
1,800
2,000
2,000
2,220
2,200
2,440
2,400
2,660
2,600
2,890
2,800
3,110
3,000
3,330
200
220
400
440
600
670
800
890
1,000
1,110
1,200
1,330
1,400
1,550
1,600
1,780
24 in.
1,800
2,000
2,000
2,220
2,200
2,440
2,400
2,660
2,600
2,890
2,800
3,110
3,000
3,330
† Spans are limited to 20 feet in length.
See footnotes 1-2.
LL/∆ = 180
E
(psi)
50,000
140,000
250,000
390,000
540,000
710,000
900,000
1,100,000
1,310,000
1,530,000
1,770,000
2,020,000
2,270,000
2,540,000
2,820,000
40,000
120,000
220,000
340,000
470,000
620,000
780,000
950,000
1,130,000
1,330,000
1,530,000
1,750,000
1,970,000
2,200,000
2,440,000
40,000
110,000
200,000
310,000
430,000
560,000
710,000
870,000
1,040,000
1,210,000
1,400,000
1,590,000
1,800,000
2,010,000
2,230,000
30,000
100,000
180,000
270,000
380,000
500,000
640,000
780,000
930,000
1,080,000
1,250,000
1,430,000
1,610,000
1,800,000
1,990,000
LL/∆ = 240
E
(psi)
60,000
180,000
340,000
520,000
720,000
950,000
1,200,000
1,460,000
1,750,000
2,050,000
2,360,000
2,690,000
3,030,000
3,390,000
3,760,000
60,000
160,000
290,000
450,000
630,000
820,000
1,040,000
1,270,000
1,510,000
1,770,000
2,040,000
2,330,000
2,630,000
2,930,000
3,250,000
50,000
140,000
270,000
410,000
570,000
750,000
950,000
1,160,000
1,380,000
1,620,000
1,870,000
2,130,000
2,400,000
2,680,000
2,970,000
50,000
130,000
240,000
370,000
510,000
670,000
850,000
1,030,000
1,230,000
1,450,000
1,670,000
1,900,000
2,140,000
2,400,000
2,660,000
AMERICAN WOOD COUNCIL
2x4
2x6
2x8
2x10
Maximum Span1,2
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-1
3-0
3-8
4-3
4-9
5-2
5-7
6-0
6-4
6-8
7-0
7-4
7-8
7 - 11
8-3
1 - 10
2-7
3-2
3-8
4-1
4-6
4 - 10
5-2
5-6
5 - 10
6-1
6-4
6-7
6 - 10
7-1
1-8
2-4
2 - 11
3-4
3-9
4-1
4-5
4-9
5-0
5-4
5-7
5 - 10
6-1
6-3
6-6
1-6
2-1
2-7
3-0
3-4
3-8
4-0
4-3
4-6
4-9
5-0
5-2
5-5
5-7
5 - 10
3-4
4-9
5-9
6-8
7-5
8-2
8 - 10
9-5
10 - 0
10 - 6
11 - 1
11 - 6
12 - 0
12 - 6
12 - 11
2 - 11
4-1
5-0
5-9
6-5
7-1
7-8
8-2
8-8
9-1
9-7
10 - 0
10 - 5
10 - 10
11 - 2
2-8
3-9
4-7
5-3
5 - 11
6-5
7-0
7-5
7 - 11
8-4
8-9
9-1
9-6
9 - 10
10 - 2
2-4
3-4
4-1
4-9
5-3
5-9
6-3
6-8
7-1
7-5
7 - 10
8-2
8-6
8 - 10
9-1
4-5
6-3
7-7
8-9
9 - 10
10 - 9
11 - 7
12 - 5
13 - 2
13 - 11
14 - 7
15 - 3
15 - 10
16 - 5
17 - 0
3 - 10
5-5
6-7
7-7
8-6
9-4
10 - 1
10 - 9
11 - 5
12 - 0
12 - 7
13 - 2
13 - 9
14 - 3
14 - 9
3-6
4 - 11
6-0
6 - 11
7-9
8-6
9-2
9 - 10
10 - 5
11 - 0
11 - 6
12 - 0
12 - 6
13 - 0
13 - 5
3-1
4-5
5-5
6-3
6 - 11
7-7
8-3
8-9
9-4
9 - 10
10 - 4
10 - 9
11 - 2
11 - 7
12 - 0
5-7
7 - 11
9-8
11 - 2
12 - 6
13 - 9
14 - 10
15 - 10
16 - 10
17 - 9
18 - 7
19 - 5
†
†
†
4 - 10
6 - 10
8-5
9-8
10 - 10
11 - 11
12 - 10
13 - 9
14 - 7
15 - 4
16 - 1
16 - 10
17 - 6
18 - 2
18 - 10
4-5
6-3
7-8
8 - 10
9 - 11
10 - 10
11 - 9
12 - 6
13 - 3
14 - 0
14 - 8
15 - 4
16 - 0
16 - 7
17 - 2
4-0
5-7
6 - 10
7 - 11
8 - 10
9-8
10 - 6
11 - 2
11 - 11
12 - 6
13 - 2
13 - 9
14 - 3
14 - 10
15 - 4
6 - 10
9-8
11 - 10
13 - 8
15 - 3
16 - 8
18 - 0
19 - 3
†
†
†
†
†
†
†
5 - 11
8-4
10 - 3
11 - 10
13 - 2
14 - 5
15 - 7
16 - 8
17 - 8
18 - 8
19 - 7
†
†
†
†
5-5
7-7
9-4
10 - 9
12 - 1
13 - 2
14 - 3
15 - 3
16 - 2
17 - 0
17 - 10
18 - 8
19 - 5
†
†
4 - 10
6 - 10
8-4
9-8
10 - 9
11 - 10
12 - 9
13 - 8
14 - 5
15 - 3
16 - 0
16 - 8
17 - 4
18 - 0
18 - 8
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
97
Footnotes to Table 2.14A-D
1
Tabulated rafter spans assume ceiling joists or rafter ties are located at the bottom of the attic space to resist thrust. When
ceiling joists or rafter ties are located higher in the attic space and are used to resist thrust, the rafter spans shall be reduced
using the factors given in the following table:
Ceiling Height/Roof Ridge Height
(HC/HR)
ENGINEERED DESIGN
1/2
0.58
1/3
0.67
1/4
0.76
1/5
0.83
0.90
1/6
1.00
1/7.5 and less
Note: Lateral deflection of the rafter below the rafter ties may exceed 3/4 inch when rafter ties are located above
one-third of the ridge height, Hr, or when Hc is greater than 2 feet and may require additional consideration
HR
T
HC
2
2
Rafter Span Adjustment Factors
T
Tabulated rafter spans are based on roof dead and live loads. For Exposure B wind loads, the rafter span adjustment factor,
which shall not exceed 1, shall be multiplied times the rafter spans in Table 2.14A. For Exposure C, rafter span adjustments
shall be multiplied by 0.8.
RAFTER SPAN ADJUSTMENT FOR EXPOSURE B & C WIND LOADS
Three Second Gust Wind Speed (mph)
85
90
100
1.18
1.17
1.16
1.34
1.30
1.24
1.17
1.52
1.42
1.32
1.23
1.14
1.06
1.10
1.09
1.08
1.25
1.21
1.15
1.09
1.41
1.31
1.22
1.14
1.06
0.98
Roof Pitch
120
130
140
150
0.67
0.67
0.66
0.75
0.73
0.70
0.66
0.82
0.78
0.73
0.68
0.64
0.60
0.62
0.62
0.61
0.70
0.68
0.65
0.62
0.76
0.72
0.68
0.63
0.59
0.56
Rafter Span Adjustment Factor for Dual-Pitched Roofs
0:12
1:12
2:12
3:12
4:12
5:12
6:12
7:12
8:12
9:12
10:12
11:12
12:12
3
110
0.97
0.97
0.96
1.10
1.07
1.02
0.96
1.23
1.15
1.07
1.00
0.93
0.87
0.87
0.87
0.86
0.98
0.96
0.91
0.86
1.09
1.02
0.96
0.90
0.84
0.78
0.79
0.79
0.78
0.89
0.87
0.83
0.78
0.98
0.92
0.87
0.81
0.76
0.71
0.73
0.72
0.72
0.81
0.79
0.76
0.72
0.90
0.84
0.79
0.74
0.69
0.65
Tabulated rafter spans in Table 2.14A shall be permitted to be multiplied by the sloped roof adjustment factors in the following
table, for roof pitches greater than 4:12:
20 psf Live, 10 psf Dead 20 psf Live, 20 psf Dead
Roof Pitch
Adjustment Factor For Sloped Roofs
5:12
1.02
1.01
6:12
1.04
1.03
7:12
1.05
1.04
8:12
1.07
1.05
9:12
1.10
1.07
10:12
1.12
1.08
11:12
1.14
1.10
12:12
1.17
1.12
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
98
ENGINEERED DESIGN
TABLE 2.15A
FRAMING
LOAD
Table 2.15AROOF
Roof
FramingCAPACITY
CapacityREQUIREMENTS
RequirementsFOR
for 20
20PSF
psfLIVE
Roof
Live Load
LL/∆ = 180
Framing
Spacing
Maximum
5,6
Span (ft.)
10
11
12
13
14
12 in.
15
16
17
18
19
20
10
11
12
13
14
16 in.
15
16
17
18
19
20
10
11
12
13
14
19.2 in.
15
16
17
18
19
20
10
11
12
13
14
24 in.
15
16
17
18
19
20
See footnotes 1-6.
LL/∆ = 240
Apparent Rigidity1,2
2
(in. - lbs.)
6,800,000
9,000,000
11,700,000
14,800,000
18,500,000
22,800,000
27,600,000
33,200,000
39,400,000
46,300,000
54,000,000
9,000,000
12,000,000
15,600,000
19,800,000
24,700,000
30,400,000
36,900,000
44,200,000
52,500,000
61,700,000
72,000,000
10,800,000
14,400,000
18,700,000
23,700,000
29,600,000
36,500,000
44,200,000
53,100,000
63,000,000
74,100,000
86,400,000
13,500,000
18,000,000
23,300,000
29,700,000
37,000,000
45,600,000
55,300,000
66,300,000
78,700,000
92,600,000
108,000,000
9,000,000
12,000,000
15,600,000
19,800,000
24,700,000
30,400,000
36,900,000
44,200,000
52,500,000
61,700,000
72,000,000
12,000,000
16,000,000
20,700,000
26,400,000
32,900,000
40,500,000
49,200,000
59,000,000
70,000,000
82,300,000
96,000,000
14,400,000
19,200,000
24,900,000
31,600,000
39,500,000
48,600,000
59,000,000
70,700,000
84,000,000
98,800,000
115,200,000
18,000,000
24,000,000
31,100,000
39,500,000
49,400,000
60,800,000
73,700,000
88,400,000
105,000,000
123,500,000
144,000,000
DL = 10 psf
Required Capacities
Moment
(ft. - lbs.)
380
450
540
630
740
840
960
1,080
1,220
1,350
1,500
500
610
720
850
980
1,130
1,280
1,450
1,620
1,810
2,000
600
730
860
1,010
1,180
1,350
1,540
1,730
1,940
2,170
2,400
750
910
1,080
1,270
1,470
1,690
1,920
2,170
2,430
2,710
3,000
AMERICAN WOOD COUNCIL
Bearing3,4
(lbs.)
150
170
180
200
210
230
240
260
270
290
300
200
220
240
260
280
300
320
340
360
380
400
240
260
290
310
340
360
380
410
430
460
480
300
330
360
390
420
450
480
510
540
570
600
DL = 20 psf
Moment
(ft. - lbs.)
500
610
720
850
980
1,130
1,280
1,450
1,620
1,810
2,000
670
810
960
1,130
1,310
1,500
1,710
1,930
2,160
2,410
2,670
800
970
1,150
1,350
1,570
1,800
2,050
2,310
2,590
2,890
3,200
1,000
1,210
1,440
1,690
1,960
2,250
2,560
2,890
3,240
3,610
4,000
Bearing3,4
(lbs.)
200
220
240
260
280
300
320
340
360
380
400
270
290
320
350
370
400
430
450
480
510
530
320
350
380
420
450
480
510
540
580
610
640
400
440
480
520
560
600
640
680
720
760
800
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
99
TABLE 2.15B
ROOF FRAMING
CAPACITY
REQUIREMENTS
FOR 30for
PSF30
GROUND
SNOWSnow
LOAD Load
Table 2.15B
Roof Framing
Capacity
Requirements
psf Ground
LL/∆ = 180
Framing
Spacing
Maximum
Span (ft.)
16 in.
19.2 in.
24 in.
Apparent Rigidity1,2
2
(in. - lbs.)
11,700,000
15,600,000
20,200,000
25,700,000
32,100,000
39,500,000
47,900,000
57,500,000
68,200,000
80,200,000
93,600,000
15,600,000
20,800,000
26,900,000
34,300,000
42,800,000
52,600,000
63,900,000
76,600,000
90,900,000
106,900,000
124,700,000
18,700,000
24,900,000
32,300,000
41,100,000
51,300,000
63,100,000
76,600,000
91,900,000
109,100,000
128,300,000
149,700,000
23,400,000
31,100,000
40,400,000
51,400,000
64,200,000
78,900,000
95,800,000
114,900,000
136,400,000
160,400,000
187,100,000
15,600,000
20,800,000
26,900,000
34,300,000
42,800,000
52,600,000
63,900,000
76,600,000
90,900,000
106,900,000
124,700,000
20,800,000
27,700,000
35,900,000
45,700,000
57,000,000
70,200,000
85,200,000
102,100,000
121,200,000
142,600,000
166,300,000
24,900,000
33,200,000
43,100,000
54,800,000
68,500,000
84,200,000
102,200,000
122,600,000
145,500,000
171,100,000
199,600,000
31,200,000
41,500,000
53,900,000
68,500,000
85,600,000
105,200,000
127,700,000
153,200,000
181,900,000
213,900,000
249,500,000
DL = 10 psf
Required Capacities
Moment
(ft. - lbs.)
560
680
800
940
1,090
1,260
1,430
1,610
1,810
2,010
2,230
740
900
1,070
1,260
1,460
1,670
1,910
2,150
2,410
2,690
2,980
890
1,080
1,290
1,510
1,750
2,010
2,290
2,580
2,890
3,220
3,570
1,120
1,350
1,610
1,890
2,190
2,510
2,860
3,230
3,620
4,030
4,470
Bearing3,4
(lbs.)
220
250
270
290
310
330
360
380
400
420
450
300
330
360
390
420
450
480
510
540
570
600
360
390
430
460
500
540
570
610
640
680
710
450
490
540
580
630
670
710
760
800
850
890
DL = 20 psf
Moment
(ft. - lbs.)
680
830
980
1,150
1,340
1,540
1,750
1,970
2,210
2,470
2,730
910
1,100
1,310
1,540
1,790
2,050
2,330
2,630
2,950
3,290
3,640
1,090
1,320
1,570
1,850
2,140
2,460
2,800
3,160
3,540
3,950
4,370
1,370
1,650
1,970
2,310
2,680
3,070
3,500
3,950
4,430
4,930
5,470
Bearing3,4
(lbs.)
270
300
330
360
380
410
440
460
490
520
550
360
400
440
470
510
550
580
620
660
690
730
440
480
520
570
610
660
700
740
790
830
870
550
600
660
710
770
820
870
930
980
1,040
1,090
2
ENGINEERED DESIGN
12 in.
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
LL/∆ = 240
See footnotes 1-4.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
100
ENGINEERED DESIGN
TABLE 2.15C
ROOF FRAMING
CAPACITY
REQUIREMENTS
FOR 50for
PSF50
GROUND
SNOW Snow
LOAD Load
Table 2.15C
Roof Framing
Capacity
Requirements
psf Ground
LL/∆ = 180
Framing
Spacing
Maximum
Span (ft.)
12 in.
16 in.
19.2 in.
24 in.
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
LL/∆ = 240
Apparent Rigidity1,2
2
(in. - lbs.)
19,500,000
25,900,000
33,700,000
42,800,000
53,500,000
65,800,000
79,800,000
95,800,000
113,700,000
133,700,000
155,900,000
26,000,000
34,600,000
44,900,000
57,100,000
71,300,000
87,700,000
106,400,000
127,700,000
151,600,000
178,200,000
207,900,000
31,200,000
41,500,000
53,900,000
68,500,000
85,600,000
105,200,000
127,700,000
153,200,000
181,900,000
213,900,000
249,500,000
39,000,000
51,900,000
67,400,000
85,600,000
107,000,000
131,600,000
159,700,000
191,500,000
227,300,000
267,400,000
311,900,000
26,000,000
34,600,000
44,900,000
57,100,000
71,300,000
87,700,000
106,400,000
127,700,000
151,600,000
178,200,000
207,900,000
34,700,000
46,100,000
59,900,000
76,100,000
95,100,000
116,900,000
141,900,000
170,200,000
202,100,000
237,700,000
277,200,000
41,600,000
55,300,000
71,900,000
91,400,000
114,100,000
140,300,000
170,300,000
204,300,000
242,500,000
285,200,000
332,600,000
52,000,000
69,200,000
89,800,000
114,200,000
142,600,000
175,400,000
212,900,000
255,400,000
303,100,000
356,500,000
415,800,000
DL = 10 psf
Required Capacities
Moment
(ft. - lbs.)
850
1,020
1,220
1,430
1,660
1,910
2,170
2,450
2,740
3,060
3,390
1,130
1,370
1,630
1,910
2,210
2,540
2,890
3,260
3,660
4,080
4,520
1,360
1,640
1,950
2,290
2,660
3,050
3,470
3,920
4,390
4,890
5,420
1,690
2,050
2,440
2,860
3,320
3,810
4,340
4,890
5,490
6,110
6,780
Bearing3,4
(lbs.)
340
370
410
440
470
510
540
580
610
640
680
450
500
540
590
630
680
720
770
810
860
900
540
600
650
700
760
810
870
920
980
1,030
1,080
680
750
810
880
950
1,020
1,080
1,150
1,220
1,290
1,360
DL = 20 psf
Moment
(ft. - lbs.)
970
1,180
1,400
1,640
1,900
2,190
2,490
2,810
3,150
3,510
3,890
1,300
1,570
1,870
2,190
2,540
2,920
3,320
3,740
4,200
4,680
5,180
1,560
1,880
2,240
2,630
3,050
3,500
3,980
4,490
5,040
5,610
6,220
1,940
2,350
2,800
3,280
3,810
4,370
4,980
5,620
6,300
7,020
7,780
Bearing3,4
(lbs.)
390
430
470
510
540
580
620
660
700
740
780
520
570
620
670
730
780
830
880
930
980
1,040
620
680
750
810
870
930
1,000
1,060
1,120
1,180
1,240
780
860
930
1,010
1,090
1,170
1,240
1,320
1,400
1,480
1,560
See footnotes 1-4.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
101
TABLE 2.15D
ROOF FRAMING
CAPACITY
REQUIREMENTS
FOR 70for
PSF70
GROUND
SNOWSnow
LOAD Load
Table 2.15D
Roof Framing
Capacity
Requirements
psf Ground
LL/∆ = 180
Framing
Spacing
Maximum
Span (ft.)
16 in.
19.2 in.
24 in.
Apparent Rigidity1,2
2
(in. - lbs.)
27,300,000
36,300,000
47,200,000
59,900,000
74,900,000
92,100,000
111,800,000
134,100,000
159,100,000
187,200,000
218,300,000
36,400,000
48,400,000
62,900,000
79,900,000
99,800,000
122,800,000
149,000,000
178,700,000
212,200,000
249,500,000
291,100,000
43,700,000
58,100,000
75,400,000
95,900,000
119,800,000
147,300,000
178,800,000
214,500,000
254,600,000
299,500,000
349,300,000
54,600,000
72,600,000
94,300,000
119,900,000
149,800,000
184,200,000
223,500,000
268,100,000
318,300,000
374,300,000
436,600,000
36,400,000
48,400,000
62,900,000
79,900,000
99,800,000
122,800,000
149,000,000
178,700,000
212,200,000
249,500,000
291,100,000
48,500,000
64,600,000
83,800,000
106,600,000
133,100,000
163,700,000
198,700,000
238,300,000
282,900,000
332,700,000
388,100,000
58,200,000
77,500,000
100,600,000
127,900,000
159,700,000
196,500,000
238,400,000
286,000,000
339,500,000
399,300,000
465,700,000
72,800,000
96,900,000
125,700,000
159,900,000
199,700,000
245,600,000
298,000,000
357,500,000
424,400,000
499,100,000
582,100,000
DL = 10 psf
Required Capacities
Moment
(ft. - lbs.)
1,140
1,370
1,640
1,920
2,230
2,560
2,910
3,280
3,680
4,100
4,540
1,510
1,830
2,180
2,560
2,970
3,410
3,880
4,380
4,910
5,470
6,060
1,820
2,200
2,620
3,070
3,560
4,090
4,650
5,250
5,890
6,560
7,270
2,270
2,750
3,270
3,840
4,450
5,110
5,810
6,560
7,360
8,200
9,090
Bearing3,4
(lbs.)
450
500
550
590
640
680
730
770
820
860
910
610
670
730
790
850
910
970
1,030
1,090
1,150
1,210
730
800
870
940
1,020
1,090
1,160
1,240
1,310
1,380
1,450
910
1,000
1,090
1,180
1,270
1,360
1,450
1,540
1,640
1,730
1,820
DL = 20 psf
Moment
(ft. - lbs.)
1,260
1,530
1,820
2,130
2,470
2,840
3,230
3,640
4,080
4,550
5,040
1,680
2,030
2,420
2,840
3,290
3,780
4,300
4,860
5,450
6,070
6,720
2,020
2,440
2,900
3,410
3,950
4,540
5,160
5,830
6,540
7,280
8,070
2,520
3,050
3,630
4,260
4,940
5,670
6,450
7,290
8,170
9,100
10,090
Bearing3,4
(lbs.)
500
550
610
660
710
760
810
860
910
960
1,010
670
740
810
870
940
1,010
1,080
1,140
1,210
1,280
1,340
810
890
970
1,050
1,130
1,210
1,290
1,370
1,450
1,530
1,610
1,010
1,110
1,210
1,310
1,410
1,510
1,610
1,710
1,820
1,920
2,020
2
ENGINEERED DESIGN
12 in.
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
10
11
12
13
14
15
16
17
18
19
20
LL/∆ = 240
See footnotes 1-4.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
102
ENGINEERED DESIGN
Footnotes to Table 2.15A-D
1
Apparent rigidity capacities shall include the effects of both bending and shear deflections. Apparent rigidity capacities have
been adjusted for solid-sawn lumber to account for these effects. Contact the I-joist manufacturer for apparent rigidity capacities
to be used for I-joists in this table.
2
Tabulated apparent rigidity requirements assume single span conditions. For continuous span conditions, tabulated apparent
rigidity requirements shall be permitted to be multiplied by 0.75.
3
Tabulated bearing capacity requirements are intended for single span applications. For bearing capacity requirements for
interior bearing points of continuous span applications, the tabulated bearing capacities shall be multiplied by 2.5.
4
Tabulated bearing capacity requirements are applicable when determining shear capacity requirements for single span
applications. For shear capacity requirements of continuous span applications, the tabulated bearing capacities shall be
multiplied by 1.25.
5
Tabulated rafter spans are based on roof dead and live loads. For Exposure B wind loads, the rafter span adjustment factor, which
shall not exceed 1, shall be multiplied times the rafter spans in Table 2.14A. For Exposure C, rafter span adjustments shall be
multiplied by 0.8.
RAFTER SPAN ADJUSTMENT FOR EXPOSURE B & C WIND LOADS
Three Second Gust Wind Speed (mph)
85
90
100
120
130
140
150
0.67
0.67
0.66
0.75
0.73
0.70
0.66
0.82
0.78
0.73
0.68
0.64
0.60
0.62
0.62
0.61
0.70
0.68
0.65
0.62
0.76
0.72
0.68
0.63
0.59
0.56
Rafter Span Adjustment Factor for Dual-Pitched Roofs
Roof Pitch
1.18
1.17
1.16
1.34
1.30
1.24
1.17
1.52
1.42
1.32
1.23
1.14
1.06
0:12
1:12
2:12
3:12
4:12
5:12
6:12
7:12
8:12
9:12
10:12
11:12
12:12
6
110
1.10
1.09
1.08
1.25
1.21
1.15
1.09
1.41
1.31
1.22
1.14
1.06
0.98
0.97
0.97
0.96
1.10
1.07
1.02
0.96
1.23
1.15
1.07
1.00
0.93
0.87
0.87
0.87
0.86
0.98
0.96
0.91
0.86
1.09
1.02
0.96
0.90
0.84
0.78
0.79
0.79
0.78
0.89
0.87
0.83
0.78
0.98
0.92
0.87
0.81
0.76
0.71
0.73
0.72
0.72
0.81
0.79
0.76
0.72
0.90
0.84
0.79
0.74
0.69
0.65
Tabulated rafter spans in Table 2.15A shall be permitted to be multiplied by the sloped roof adjustment factors in the following
table, for roof pitches greater than 4:12:
20 psf Live, 10 psf Dead 20 psf Live, 20 psf Dead
Roof Pitch
Adjustment Factor for Sloped Roofs
5:12
1.02
1.01
6:12
1.04
1.03
7:12
1.05
1.04
8:12
1.07
1.05
9:12
1.10
1.07
10:12
1.12
1.08
11:12
1.14
1.10
12:12
1.17
1.12
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Table 2.16
103
Ridge Beam Capacity Requirements for Interior Center Bearing
Roof and Ceiling
Roof Dead Load = 10 psf
Ground Snow Load or
Roof Live Load (psf)
GSL
RLL
20
Roof Dead Load = 20 psf
30
50
70
20
2
GSL
RLL
50
70
443
12
180
199
291
383
240
259
351
24
360
397
582
767
480
517
702
887
36
540
596
873
1150
720
776
1053
1330
40
600
662
970
1278
800
862
1170
1478
AMERICAN FOREST & PAPER ASSOCIATION
ENGINEERED DESIGN
30
Unit Ridge Beam Loads (plf)
Roof Span (ft.)
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Table 2.17
ENGINEERED DESIGN
TABLE 2.17
HIP Valley
AND VALLEY
CAPACITY
REQUIREMENTS
Hip and
Beam BEAM
Capacity
Requirements
DL = 10 psf
LL/∆ = 240
Required Rafter Capacities
LL/∆ = 180
Apparent Rigidity1
DL = 20 psf
Bearing2 Moment Bearing2
(in. - lbs.)
(lbs.)
(lbs.)
(ft. - lbs.)
(ft. - lbs.)
1,400,000
1,800,000
170
60
226
80
5-8
4'x 4'
8,000,000
10,600,000
566
200
754
267
8-6
6'x 6'
26,300,000
35,000,000
1,358
420
1,810
560
11-4
8'x 8'
65,300,000
87,100,000
2,716
720
3,621
960
14-2
10'x 10'
136,900,000
182,500,000
4,583
1,100
6,110
1,467
16-12
12'x 12'
187,500,000
250,000,000
5,901
1,315
7,869
1,754
18-5
13'x 13'
248,100,000
330,800,000
7,323
1,543
9,764
2,057
20 psf Roof Live Load
19-10
14'x 14'
335,000,000
446,700,000
9,132
1,816
12,175
2,421
21-3
15'x 15'
428,800,000
571,800,000
10,905
2,085
14,540
2,780
22-8
16'x 16'
555,500,000
740,700,000
13,199
2,396
17,599
3,195
24-1
17'x 17'
692,600,000
923,500,000
15,691
2,707
20,921
3,609
25-6
18'x 18'
848,200,000
1,131,000,000
18,313
3,028
24,417
4,038
26-10
19'x 19'
1,061,500,000
1,415,300,000
21,590
3,408
28,786
4,544
28-3
20'x 20'
1,600,000
2,100,000
187
66
244
86
5-8
4'x 4'
9,200,000
12,200,000
624
221
813
287
8-6
6'x 6'
30,300,000
40,500,000
1,498
463
1,951
603
11-4
8'x 8'
75,500,000
100,600,000
2,996
794
3,902
1,034
14-2
10'x 10'
158,100,000
210,800,000
5,056
1,214
6,584
1,580
16-12
12'x 12'
216,600,000
288,800,000
6,511
1,451
8,478
1,890
18-5
13'x 13'
286,500,000
382,000,000
8,079
1,702
10,520
2,217
30 psf Ground Snow Load
19-10
14'x 14'
386,900,000
515,900,000
10,075
2,004
13,119
2,609
21-3
15'x 15'
495,300,000
660,400,000
12,032
2,300
15,667
2,995
22-8
16'x 16'
641,600,000
855,500,000
14,563
2,644
18,963
3,443
24-1
17'x 17'
800,000,000
1,066,600,000
17,312
2,986
22,542
3,889
25-6
18'x 18'
979,700,000
1,306,300,000
20,205
3,341
26,310
4,351
26-10
19'x 19'
1,226,000,000
1,634,600,000
23,821
3,760
31,017
4,896
28-3
20'x 20'
2,700,000
3,500,000
274
97
331
117
5-8
4'x 4'
15,300,000
20,400,000
915
323
1,103
390
8-6
6'x 6'
50,600,000
67,400,000
2,195
679
2,648
819
11-4
8'x 8'
125,800,000
167,700,000
4,390
1,164
5,296
1,404
14-2
10'x 10'
263,500,000
351,400,000
7,409
1,778
8,936
2,145
16-12
12'x 12'
361,000,000
481,300,000
9,541
2,127
11,508
2,565
18-5
13'x 13'
477,500,000
636,700,000
11,838
2,494
14,279
3,009
50 psf Ground Snow Load
19-10
14'x 14'
644,900,000
859,900,000
14,763
2,936
17,807
3,541
21-3
15'x 15'
825,500,000
1,100,700,000
17,630
3,371
21,265
4,066
22-8
16'x 16'
1,069,300,000
1,425,800,000
21,339
3,874
25,738
4,673
24-1
17'x 17'
1,333,300,000
1,777,700,000
25,367
4,376
30,597
5,278
25-6
18'x 18'
1,632,800,000
2,177,100,000
29,606
4,896
35,711
5,905
26-10
19'x 19'
2,043,300,000
2,724,400,000
34,904
5,510
42,100
6,646
28-3
20'x 20'
3,700,000
5,000,000
362
128
418
148
5-8
4'x 4'
21,400,000
28,600,000
1,205
426
1,394
493
8-6
6'x 6'
70,800,000
94,400,000
2,892
895
3,345
1,035
11-4
8'x 8'
176,100,000
234,800,000
5,784
1,534
6,690
1,774
14-2
10'x 10'
368,900,000
491,900,000
9,761
2,343
11,289
2,710
16-12
12'x 12'
505,300,000
673,800,000
12,570
2,802
14,537
3,240
18-5
13'x 13'
668,500,000
891,400,000
15,597
3,286
18,038
3,801
70 psf Ground Snow Load
19-10
14'x 14'
902,900,000
1,203,800,000
19,450
3,868
22,494
4,473
21-3
15'x 15'
1,155,700,000
1,541,000,000
23,228
4,441
26,863
5,136
22-8
16'x 16'
1,497,000,000
1,996,100,000
28,114
5,104
32,514
5,903
24-1
17'x 17'
1,866,600,000
2,488,700,000
33,421
5,765
38,651
6,667
25-6
18'x 18'
2,286,000,000
3,048,000,000
39,007
6,451
45,111
7,460
26-10
19'x 19'
2,860,600,000
3,814,100,000
45,986
7,259
53,183
8,395
28-3
20'x 20'
1
Apparent rigidity capacities shall include the effects of both bending and shear deflections. Apparent rigidity capacities have been
adjusted for solid-sawn lumber to account for these effects. Contact the structural composite lumber (SCL) manufacturer for apparent
rigidity capacities to be used for SCL in this table.
2
Tabulated bearing capacity requirements are applicable when determining shear capacity requirements.
Ground Snow Load or Roof Horizontal Span Hip or Valley
Live Load
(ft. - in.)
Area
Moment
2
AMERICAN WOOD COUNCIL
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105
PRESCRIPTIVE
DESIGN
3
3.1
General Provisions
107
3.2
Connections
109
3.3
Floor Systems
111
3.4
Wall Systems
112
3.5
Roof Systems
115
List of Figures
117
List of Tables
135
Appendix A: List of Exposure C Wind
Load Tables
215
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PRESCRIPTIVE DESIGN
Prescriptive Design Limitations
Prescriptive Design Limitations
Attribute
Limitation
Reference
Section
Figures
26'
3.1.3.2a
-
FLOOR SYSTEMS
Lumber
Joists
Floor
Diaphragms
Joist Span
Joist Spacing
24" o.c.
3.1.3.2b
-
Cantilevers - Supporting loadbearing walls or
shearwalls1
d
3.1.3.2c
2.1a
Setbacks - Loadbearing walls or shearwalls1
d
3.1.3.2d
2.1d
Vertical Floor Offset
df
3.1.3.2e
1.2
Floor Diaphragm Aspect Ratio
1
Floor Diaphragm Openings
Table 3.16B
3.1.3.2f
-
Lesser of 12' or 50% of
Building Dimension
3.1.3.2g
1.4
3.1.3.3a
-
20'
3.1.3.3a
-
24" o.c.
3.1.3.3b
-
4'
3.1.3.3c
1.5, 3.1b
d
3.1.3.3d
1.6
Table 3.17D
3.1.3.3e
1.7
26'2
3.1.3.4a
-
WALL SYSTEMS
Wall Studs
Loadbearing Wall Height
10'
Non-Loadbearing Wall Height
Wall Stud Spacing
Shearwalls
Shearwall Line Offset
1
Shearwall Story Offset1
Shearwall Segment Aspect Ratio
ROOF SYSTEMS
Lumber
Rafters
Roof
Diaphragms
1
2
Rafter Span (Horizontal Projection)
Rafter Spacing
24" o.c.
3.1.3.4b
-
Eave Overhang Length1
Lesser of 2' or
rafter span/3
3.1.3.4c
2.1f
Rake Overhang Length1
Lesser of 2' or
perlin span/2
3.1.3.4c
2.1g
Roof Slope
Flat - 12:12
3.1.3.4d
-
Roof Diaphragm Aspect Ratio1
Table 3.16A
3.1.3.4e
-
See exceptions.
For roof snow loads, tabulated spans are limited to 20 ft.
AMERICAN WOOD COUNCIL
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3.1 General Provisions
3.1.1 Prescriptive Requirements
3.1.2 Equivalent Materials and
Systems
The provisions of this Chapter are not intended to preclude the use of other methods or materials of construction.
When alternative methods or materials are used, design
loads and capacities shall be determined from the provisions of Chapter 2.
3.1.3 Prescriptive Design
Limitations
Wood-frame buildings built in accordance with Chapter 3 of this document shall be limited to all of the
following conditions. Conditions not complying with
Chapter 3 of this document shall be designed in accordance with accepted engineering practice in accordance
with Chapter 2.
EXCEPTIONS:
1. For roof live loads and ground snow loads less
than or equal to 20 psf and 30 psf, respectively,
lumber floor joist cantilevers supporting loadbearing walls shall not exceed one-eighth of the
backspan when supporting only a roof load where
the roof clear span does not exceed 28 feet.
2. Lumber floor joist cantilevers supporting nonloadbearing walls which act as shearwalls shall
not exceed four times the depth (4d) of the member when the following framing requirements are
met:
3
PRESCRIPTIVE DESIGN
The provisions of this Chapter establish a specific set
of resistance requirements for buildings meeting the scope
of this document (see 1.1). Tabular wind load requirements are based on Exposure B; buildings located in
Exposure C shall be designed in accordance with Appendix A tables.
are not shearwalls shall be limited to L/4 (see Figure 2.1b).
Lumber joists shall be located directly over studs when
used in cantilever conditions.
a. Floor joists are nominal 2 inches by 10 inches
or larger and spaced not more than 16 inches
on center;
b. The cantilever shall not exceed half of the
backspan;
c. Floor joists at ends of shearwalls are doubled;
and,
d. End restraint is provided at the ends of cantilevers.
3.1.3.1 Building Height
The building shall not exceed three stories nor a mean
roof height of 33 feet, measured from average grade to
average roof elevation. For purposes of determining uplift, gravity loads, and lateral bracing requirements, the
attic shall be considered an additional story when the roof
slope is greater than 6 in 12 (see Figure 3.1a).
3.1.3.2 Floor Systems
a. Framing Member Spans Single spans of floor
framing members shall not exceed 26 feet for lumber
joists.
b. Framing Member Spacings Floor framing member spacings shall not exceed 24 inches on center for
lumber joists, I-joists, and floor trusses.
c. Cantilevers Lumber floor joist cantilevers supporting loadbearing walls or shearwalls shall not exceed
the depth, d, of the joists (see Figure 2.1a). Lumber floor
joist cantilevers supporting non-loadbearing walls which
d. Setbacks Setbacks of loadbearing walls or
shearwalls on lumber floor joist systems shall not exceed
the depth, d, of the joists (see Figure 2.1d). Lumber floor
joists shall be located directly over studs when used in
setback conditions supporting loadbearing walls.
EXCEPTION: Setbacks of non-loadbearing
shearwalls on lumber floor joist systems shall not
exceed four times the depth (4d) of the member
when the following framing requirements are met:
a. Floor joists are nominal 2 inches by 10 inches
or larger and spaced not more than 16 inches
on center; and,
b. Floor joists at ends of shearwalls are doubled.
e. Vertical Floor Offsets Vertical floor offsets shall
be limited to the depth, df, (including floor framing mem-
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PRESCRIPTIVE DESIGN
bers and floor sheathing), and the floor framing members
on each side of the offset shall be lapped or tied together
to provide a direct tension tie across the offset, and to
transfer diaphragm shear in both orthogonal directions (see
Figure 1.2).
f. Diaphragm Aspect Ratio Floor diaphragm lengths
shall be in accordance with Table 3.16B.
EXCEPTION: Allowable sidewall lengths provided in Table 3.16B shall be permitted to be
modified when interior shearwalls are used.
Sheathing and connections shall be in accordance
with 3.4.4.2.
g. Diaphragm Openings Floor diaphragm openings
shall not exceed the lesser of 12 feet or 50% of the building dimension (see Figure 1.4).
3.1.3.3 Wall Systems
a. Wall Heights Loadbearing walls shall not exceed
10 feet in height. Non-loadbearing walls shall not exceed
20 feet in height.
b. Wall Stud Spacings Wall stud spacings shall not
exceed 24 inches on center.
c. Shearwall Line Offsets Offsets in a shearwall line
within a story shall not exceed 4 feet (see Figure 1.5).
EXCEPTION: When shearwalls are discontinuous or shearwall line offsets exceed these limits,
the structure shall be considered as separate structures attached in the plane of the offset. For wind
design, the structure shall be permitted to be designed as a rectangular structure with perimeter
dimensions which inscribe the total structure (see
Figure 3.1b).
d. Shearwall Story Offsets Upper story shearwall
segments shall not be offset from lower story shearwall
segments by more than the depth, d, of the floor framing
members (see Figure 1.6).
EXCEPTION: Shearwall segments shall be permitted to be offset from the story below when
continuity of the loadpath to the resisting elements
is designed and detailed in accordance with the
governing building code.
e. Shearwall Segment Aspect Ratio Shearwall segment aspect ratios shall not exceed the limits in Table
3.17D (see Figure 1.7).
f. Shearwall Orientation Shearwall lines shall be
oriented to resist loads in two orthogonal directions.
g. Load Transfer Band joists, blocking, or other methods to transfer roof, wall, and/or floor loads from upper
stories shall be installed between floor framing members
for 2 and 3 story structures (see Figures 3.4d and 3.5a).
3.1.3.4 Roof Systems
a. Framing Spans Single spans (horizontal projection) of roof framing members shall not exceed 26 feet
for lumber rafters. The total roof span shall not exceed 36
feet.
b. Framing Spacings Roof framing member spacings shall not exceed 24 inches on center for lumber rafters,
I-joists, and roof trusses.
c. Overhang Lengths Rafter overhang lengths shall
not exceed one-third of the rafter span or 2 feet, whichever is less (see Figure 2.1f). Rake overhangs shall not
exceed the lesser of one-half of the purlin length or 2 feet
(see Figure 2.1g).
EXCEPTION: Rake overhangs using lookout
blocks shall not exceed 1 foot (see Figure 2.1h).
d. Slope Roof slope shall not exceed 12:12.
e. Diaphragm Aspect Ratio Roof diaphragm lengths
shall be in accordance with Table 3.16A.
EXCEPTION: Allowable sidewall lengths provided in Table 3.16A shall be permitted to be
modified when interior shearwalls are used.
Sheathing and connections shall be in accordance
with 2.4.4.2.
3.1.4 Interpolation
Tabulated values in this Chapter shall be permitted to
be interpolated unless otherwise noted in the applicable
table footnotes.
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109
3.2 Connections
3.2.1 Lateral Framing and Shear
Connections
3.2.1.1 Roof Assembly
Roof framing connections shall be in accordance with
the requirements of Table 3.1.
Lateral framing and shear connections for rafter, ceiling joist, or truss to top plate shall be in accordance with
the requirements of Table 3.4. Prescriptive solutions are
provided for lateral framing and shear connections in Table
3.4A.
3.2.2 Uplift Connections
3.2.1.3 Wall Assembly
3.2.2.1 Roof Assembly to Wall Assembly
Lateral framing connections for top and bottom plate
to wall stud shall be in accordance with the requirements
of Tables 3.5. Prescriptive solutions are provided for lateral framing connections in 3.5A. Other wall assembly
lateral framing and shear connections shall be in accordance with the requirements of Table 3.1.
Rafter or truss to wall stud uplift connections shall be
in accordance with the requirements of Table 3.4. Prescriptive solutions are provided in Table 3.4B. When
rafters or trusses are not located directly above studs,
rafters or trusses shall be attached to the wall top plate
and the wall top plate shall be attached to the wall stud
with uplift connections in accordance with Table 3.4.
3
PRESCRIPTIVE DESIGN
3.2.1.2 Roof Assembly to Wall Assembly
plate to foundation in Table 3.3A. A minimum of one
anchor bolt shall be provided within 6 to 12 inches of
each end of each plate. Anchor bolts shall have a minimum embedment of 7 inches in concrete foundations and
slabs-on-grade or 7 inches in masonry block foundations
when resisting lateral and shear loads only (see Figures
3.2a-c). Anchor bolts shall be located within 12 inches of
corners and at spacings specified in Tables 3.2A-B or Table
3.3A, but not exceeding 6 feet on center. Sill plates or
bottom plates shall have full bearing on the foundation
system.
3.2.1.4 Wall Assembly to Floor Assembly
Lateral framing and shear connections for bottom plate
to floor assembly shall be in accordance with the requirements of Table 3.1.
3.2.1.5 Floor Assembly
Floor framing connections shall be in accordance with
the requirements of Table 3.1.
3.2.1.6 Floor Assembly to Wall Assembly or Sill
Plate
Lateral framing and shear connections for floor assembly to sill, top plate, or girder shall be in accordance
with the requirements of Table 3.1.
3.2.1.7 Wall Assembly or Sill Plate to
Foundation
Sill plates or wall bottom plates shall be anchored to
the foundation system to resist lateral and shear loads from
wind in accordance with the requirements of Table 3.2.
Prescriptive solutions are provided for sill plate to foundation in Table 3.2A, and for bottom plate to foundation
in Table 3.2B. Sill plates or wall bottom plates shall be
anchored to the foundation system to resist shear loads
from seismic in accordance with the requirements of Table
3.3. Prescriptive solutions are provided for sill or bottom
3.2.2.2 Wall Assembly to Wall Assembly
Story to story uplift connections from upper story wall
stud to lower story wall stud shall be in accordance with
the requirements of Table 3.4. Prescriptive solutions are
provided in Table 3.4B. When upper story wall studs are
not located directly above lower story wall studs, the studs
shall be attached to a common member in the floor assembly with uplift connections in accordance with Table 3.4.
3.2.2.3 Wall Assembly to Foundation
First floor wall studs shall be connected to the foundation, sill plate, or bottom plate in accordance with the
requirements of Table 3.2. Prescriptive solutions for stud
to foundation, sill plate, or bottom plate are provided in
Table 3.4B (see Figures 3.2a-e). A minimum of a 1¼”x20
gage ASTM A653 Grade 33 steel strap shall be nailed to
the studs in accordance with Table 3.4B and have a minimum embedment of 7 inches in concrete foundations and
slabs-on-grade, 15 inches in masonry block foundations,
or be lapped under the plate and nailed in accordance with
Table 3.4B (see Figures 3.2a-c). When the steel strap is
lapped under the bottom plate, 3-inch square washers shall
be used on the anchor bolts and anchor bolt spacings shall
not exceed the requirements specified in Table 3.2C. Steel
straps embedded in or in contact with slab-on-grade or
AMERICAN FOREST & PAPER ASSOCIATION
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masonry block foundations shall be hot-dipped galvanized
after fabrication, or manufactured from G185 or Z450
galvanized steel.
3.2.3 Overturning Resistance
EXCEPTION: Ridge straps are not required
when collar ties (collar beams) of nominal 1x6 or
2x4 lumber are located in the upper third of the
attic space and attached to rafters in accordance
with Table 3.6A.
3.2.3.1 Holddowns
3.2.5.2 Jack Rafters
Holddowns shall be installed in the shearwall in accordance with 3.4.4.2.3 (see Figures 3.8a-b). A continuous
load path from the holddown to the foundation shall be
maintained. Where a holddown resists the overturning
load from the story or stories above, the holddown shall
be sized for the required holddown tension capacity at its
level plus the required holddown tension capacity of the
story or stories above. For walls sheathed with materials
other than those specified in 3.4.4.2, holddown tension
capacity at each level shall equal the tabulated shear capacity in Table 3.17D times the wall height.
Jack rafters shall be attached to the wall assembly in
accordance with 3.2.2.1 and attached to hip beams in accordance with Table 3.6.
3.2.4 Sheathing and Cladding
Attachment
3.2.5.3 Non-Loadbearing Wall Assemblies
Rake overhang-to-wall, wall-to-wall, and wall-tofoundation connections shall be in accordance with the
requirements given in Table 3.4C (see Figures 2.1g-h).
Walls which do not support the roof assembly and are
attached in accordance with 3.2.1 need no additional uplift connections.
3.2.5.4 Connections around Wall Openings
3.2.4.1 Roof Sheathing
Roof sheathing attachment shall be in accordance with
the minimum nailing requirements specified in Table 3.10.
3.2.4.2 Wall Sheathing
Wall sheathing attachment shall be in accordance with
the minimum nailing requirements specified in Table 3.11.
3.2.4.3 Floor Sheathing
Floor sheathing shall be attached with a minimum of
8d common nails spaced at a maximum of 6 inches on
center at panel edges and 12 inches on center in the panel
field.
3.2.5.4.1 Header and/or Girder to Stud Connections Headers and/or girder to stud connections shall be
in accordance with the requirements given in Table 3.7.
Window sill plate to stud connections shall be in accordance with the requirements given in Table 3.8.
3.2.5.4.2 Top and Bottom Plate to Full Height Studs
When the number of full height studs required at each
end of a header are selected from Table 3.23C, each stud
shall be connected in accordance with the requirements
given in Tables 3.5. Prescriptive solutions for top and
bottom plate to stud connections are provided in Table
3.5A.
3.2.4.5 Wall Cladding
EXCEPTION: When the number of full height
studs required at each end of a header are selected
from Table 3.23D, the capacity of the connection
of the top or bottom plate to each full height stud
shall be equal to the unit lateral load, w (plf), given
in Table 3.5 times half of the header span, L/2
(ft), divided by the required number of full height
studs, NFH, selected from Table 3.23D.
Wall cladding shall be attached in accordance with
the minimum nailing requirements in Table 3.11 or comply with the manufacturer’s recommendations.
Top or Bottom Plate to Each Full Height Stud
Connection = w * (L/2) / NFH
3.2.4.4 Roof Cladding
Roof cladding shall be attached in accordance with
the manufacturer’s recommendations.
3.2.5 Special Connections
3.2.5.1 Ridge Straps
Ridge straps shall attach to opposing rafters in
accordance with the requirements given in Table 3.6.
Prescriptive solutions are provided in Table 3.6A.
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3.3 Floor Systems
3.3.1 Wood Joist Systems
3.3.1.1 Floor Joists
3.3.1.2 Bearing
Joists shall bear directly on beams, girders, ledgers,
or loadbearing walls or be supported by hangers. Joist
bearing shall not be less than 1½ inches on wood or metal
or 3 inches on masonry (see Figures 3.4a-e). Beams and
girders shall bear on loadbearing walls, piles, concrete or
masonry foundations, or beam hangers (see Figure 3.4f).
3.3.1.3 End Restraint
Restraint against twisting shall be provided at the end
of each joist by fastening to a rim, band joist, header, or
other member or by using full-height blocking between
floor joist ends. Fasteners for end restraint shall be provided in accordance with Table 3.1 (see Figures 3.4a-e).
3
PRESCRIPTIVE DESIGN
Floor joists shall be in accordance with the maximum
spans for common species and grades of lumber floor joists
specified in Tables 3.18A-B.
3.3.1.1.1 Notching and Boring Notches in the top
or bottom edge of solid-sawn joists shall not be located in
the middle one-third of the joist span. Notches in the outer
thirds of the span shall not exceed one-sixth of the actual
joist depth, and shall not be longer than one-third of the
depth of the member. Where notches are made at the supports, they shall not exceed one-fourth the actual joist
depth. Bored holes are limited in diameter to one-third
the actual joist depth and the edge of the hole shall not be
closer than 2 inches to the top or bottom edge of the joist.
Bored holes shall not be located closer than 2 inches to a
notch (see Figure 3.3a).
bearing shall be held in position to prevent
rotation and/or lateral displacement.
(d) 5 < d/b ≤ 6; bridging, full depth solid blocking or diagonal cross bracing shall be installed
at intervals not exceeding 8 feet, the compression edge of the member shall be held in line
as by adequate sheathing or subflooring, and
ends at point of bearing shall be held in position to prevent rotation and/or lateral
displacement.
(e) 6 < d/b ≤ 7; both edges of the member shall
be held in line for their entire length and ends
at points of bearing shall be held in position
to prevent rotation and/or lateral displacement.
If a bending member is subjected to both flexure and
axial compression, the depth to breadth ratio shall be permitted to be as much as 5 to 1 if one edge is firmly held in
line. If under all combinations of load, the unbraced edge
of the member is in tension, the depth to breadth ratio
shall be permitted to be no more than 6 to 1.
3.3.1.5 Single or Continuous Floor Joists
3.3.1.5.1 Single or Continuous Floor Joists Supporting Loadbearing Walls Loadbearing walls parallel
to joists shall be directly supported by beams, girders, or
other loadbearing walls. Loadbearing walls perpendicular to joists shall not be offset from supporting girders,
beams, or other loadbearing walls by more than the depth
of the joists (see Figures 2.1d and 3.5a).
3.3.1.5.2 Single or Continuous Floor Joists Supporting Non-Loadbearing Walls Where non-loadbearing
walls are parallel to floor joists, the joist supporting the
non-loadbearing wall shall be doubled (see Figure 3.5b).
3.3.1.4 Lateral Stability
The following rules shall be applied to provide lateral
restraint to prevent rotation or lateral displacement. If
the ratio of depth to breadth, d/b, based on nominal dimensions is:
(a) d/b ≤ 2; no lateral support shall be required.
(b) 2 < d/b ≤ 4; the ends shall be held in position,
as by full depth solid blocking, bridging, hangers, nailing or bolting to other framing
members, or other acceptable means.
(c) 4 < d/b ≤ 5; the compression edge of the member shall be held in line for its entire length to
prevent lateral displacement, as by adequate
sheathing or subflooring, and ends at point of
EXCEPTION: When the non-loadbearing wall
is located between two floor joists, the floor joists
need not be doubled. Solid blocking shall be installed at intervals not exceeding 32 inches on
center to transfer the wall load to the supporting
joists (see Figure 3.5c).
3.3.1.5.3 Single or Continuous Floor Joists Supporting Concentrated Loads Where concentrated loads
exceeding 300 pounds must be supported by floor joists,
the joist supporting the load shall be doubled (see Figure
3.5d).
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PRESCRIPTIVE DESIGN
3.3.3 Wood Floor Truss Systems
3.3.1.6 Cantilevered Floor Joists
3.3.1.6.1 Cantilevered Floor Joists Supporting
Loadbearing Walls Overhang lengths of cantilevered
floor joists supporting a loadbearing wall at the end of the
cantilever shall be limited to the depth of the joists (see
Figure 2.1a).
EXCEPTION: For roof live loads and ground
snow loads less than or equal to 20 psf and 30
psf, respectively, cantilevers shall not exceed
one-eighth of the joist span for lumber joists supporting only a roof with a clear span of 28 feet or
less. Lumber joists shall be located directly over
studs when used in cantilever conditions supporting loadbearing walls (see Figure 2.1a).
3.3.1.6.2 Cantilevered Floor Joists Supporting
Non-Loadbearing Walls Overhang lengths of cantilevered floor joists supporting a non-loadbearing wall at
the end of the cantilever shall not exceed one-fourth of
the joist span (see Figure 2.1b).
Wood floor truss systems shall meet the requirements
of 2.3.3. See Table 3.19 for representative metal plate
connected wood floor truss span tables. Actual design
spans will vary by truss manufacturer as a result of specific design conditions.
3.3.4 Floor Sheathing
3.3.4.1 Sheathing Spans
Floor sheathing spans shall not exceed the provisions
of Table 3.14.
3.3.4.2 Sheathing Edge Support
Edges of floor sheathing shall have approved
tongue-and-groove joints or shall be supported with blocking, unless ¼-inch minimum thickness underlayment or
1½ inches of approved cellular or lightweight concrete is
installed, or unless the finish floor is of ¾-inch wood strip.
3.3.5 Floor Diaphragm Bracing
3.3.1.7 Floor Diaphragm Openings
Trimmers and headers shall be doubled when the
header span exceeds 4 feet. Headers more than 6 feet in
length shall be supported by joist hangers or framing anchors unless they bear on a partition, beam, or wall. Tail
joists which exceed 12 feet in length shall be supported
on framing anchors or on ledger strips not less than nominal 2x2 inches (see Figures 3.6a-b). Nailing requirements
are given in Table 3.1.
For 3 second gust wind speeds greater than 100 mph,
blocking and connections shall be provided at panel edges
perpendicular to floor framing members in the first two
bays of framing and shall be spaced at a maximum of 4
feet on center. Nailing requirements are given in Table
3.1 (see Figure 3.7b).
3.3.2 Wood I-Joist Systems
Wood I-joist systems shall meet the requirements of
2.3.2.
3.4 Wall Systems
3.4.1 Exterior Walls
3.4.1.1 Wood Studs
Wall studs shall be in accordance with the maximum
spans for common species and grades of walls studs specified in Tables 3.20A-B. Exterior loadbearing studs shall
be limited to a height of 10 feet or less between horizontal
supports.
3.4.1.1.1 Notching and Boring Notches in either
edge of studs shall not be located in the middle one-third
of the stud length. Notches in the outer thirds of the stud
length shall not exceed 25% of the actual stud depth. Bored
holes shall not exceed 40% of the actual stud depth and
the edge of the hole shall not be closer than 5/8 inch to the
edge of the stud (see Figure 3.3b). Notches and holes
shall not occur in the same cross-section.
EXCEPTION: Bored holes shall not exceed 60%
of the actual stud depth when studs are doubled.
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EXCEPTION: The minimum number of full
height studs at each end of the header shall be
permitted to be reduced in accordance with Table
3.23D. The capacity of the connection of the top
or bottom plate to each full height stud shall be
equal to the unit lateral load, w (plf) given in Table
3.5 times half of the header span, L/2 (ft.), divided by the required number of full height studs,
NFH, selected from Table 3.23D.
EXCEPTION: Reduced stud requirements shall
be permitted provided shearwalls are not continuous to corners. Framing must still be capable of
transferring axial tension and compression loads
from above and providing adequate backing for
the attachment of sheathing and cladding materials.
3.4.1.4.3 Jack Studs Jack studs shall be at least Stud
grade lumber. The minimum number of jack studs supporting each end of a header shall not be less than jack
stud requirements given in Table 3.22F (see Figures
3.9a-b). Full height studs selected in accordance with
3.4.1.4.2 shall be permitted to replace an equivalent number of jack studs, when adequate gravity connections are
provided.
3.4.1.4.4 Window Sill Plates Maximum spans for
window sill plates used in exterior walls shall not exceed
the spans given in Table 3.23B.
3.4.1.2 Top Plates
Double top plates shall be provided at the top of all
exterior stud walls. The double plates shall overlap at
corners and at intersections with other exterior or interior
loadbearing walls (see Figure 3.8d). Double top plates
shall be lap spliced with end joints offset in accordance
with the minimum requirements given in Table 3.21.
Top or Bottom Plate to Each Full Height Stud
Connection = w * (L/2) / NFH
3
PRESCRIPTIVE DESIGN
3.4.1.1.2 Stud Continuity Studs shall be continuous between horizontal supports, including but not limited
to: girders, floor diaphragm assemblies, ceiling diaphragm
assemblies, and roof diaphragm assemblies. When attic
floor diaphragm or ceiling diaphragm assemblies are used
to brace gable endwalls, the sheathing and fasteners shall
be as specified in Table 3.15. The framing and connections shall be capable of transfering the loads into the
ceiling or attic floor diaphragm (see Figures 3.7a-b).
3.4.1.1.3 Corners A minimum of three studs shall
be provided at each corner of an exterior wall (see Figures 3.8a-b).
3.4.2 Interior Loadbearing
Partitions
3.4.2.1 Wood Studs
3.4.1.3 Bottom Plates
Bottom plates shall not be less than 2 inch nominal
thickness and not less than the width of the wall studs.
Studs shall have full bearing on the bottom plate.
3.4.1.4 Wall Openings
Headers shall be provided over all exterior wall openings. Headers shall be supported by wall studs, jack studs,
hangers, or framing anchors (see Figures 3.9a-b).
3.4.1.4.1 Headers Maximum spans for common species of lumber headers and glued-laminated beams used
in exterior loadbearing walls shall not exceed the lesser
of the applicable spans given in Tables 3.22A-E and Table
3.23A. Maximum spans for common species of lumber
headers used in exterior non-loadbearing walls shall not
exceed the spans given in Table 3.23B.
3.4.1.4.2 Full Height Studs Full height studs shall
meet the same requirements as exterior wall studs selected
in 3.4.1.1 (see Figures 3.9a-b). The minimum number of
full height studs at each end of the header shall not be less
than half the number of studs replaced by the opening, in
accordance with Table 3.23C.
Interior loadbearing studs shall be at least Stud grade
lumber.
EXCEPTION: Interior loadbearing studs supporting only a roof shall be at least Utility grade
lumber.
3.4.2.1.1 Notching and Boring Notches in either
edge of studs shall not be located in the middle one-third
of the stud length. Notches in the outer thirds of the stud
length shall not exceed 25% of the actual stud depth. Bored
holes in interior loadbearing studs shall not exceed 40%
of the actual stud depth and shall not be closer than 5/8
inch to the edge. Notches and holes shall not occur in the
same cross-section (see Figure 3.3b).
EXCEPTION: Bored holes shall not exceed 60%
of the actual stud depth when studs are doubled.
3.4.2.1.2 Stud Continuity Studs shall be continuous between horizontal supports, including but not limited
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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PRESCRIPTIVE DESIGN
to: girders, floor diaphragm assemblies, ceiling diaphragm
assemblies, and roof diaphragm assemblies.
3.4.4 Wall Sheathing
3.4.4.1 Sheathing and Cladding
3.4.2.2 Top Plates
Double top plates shall be provided at the top of all
interior loadbearing partition walls. The double plates
shall overlap at corners and at intersections with other
exterior or interior loadbearing walls (see Figure 3.8d).
Exterior wall sheathing shall be in accordance with
the minimum requirements specified in Table 3.13A.
Exterior wall cladding shall be in accordance with the
minimum requirements specified in Table 3.13B.
3.4.4.2 Exterior Shearwalls
3.4.2.3 Bottom Plates
Bottom plates shall not be less than 2 inch nominal
thickness and not less than the width of the wall studs.
Studs shall have full bearing on the bottom plate.
3.4.2.4 Wall Openings
Headers shall be provided over all interior loadbearing
wall openings. Headers shall be supported by wall studs,
jack studs, joist hangers, or framing anchors.
3.4.2.4.1 Headers Maximum spans for common species of lumber headers and glued laminated beams are
given in Tables 3.24A-B.
3.4.2.4.2 Studs Supporting Header Beams Jack
studs shall be at least Stud grade lumber. The minimum
number of jack studs supporting each end of a header shall
not be less than jack stud requirements given in Table
3.24C (see Figures 3.9a-b). An equivalent number of full
height studs shall be permitted to replace jack studs, when
adequate gravity connections are provided.
3.4.3 Interior Non-Loadbearing
Partitions
3.4.3.1 Wood Studs
Interior non-loadbearing studs shall be at least Utility
grade lumber.
3.4.3.1.1 Notching and Boring Notches in studs
shall not exceed 40% of the stud depth. Bored holes shall
not exceed 60% of the stud depth and shall not be closer
than 5/8 inch to the edge. Notches and holes shall not
occur in the same cross-section.
3.4.3.2 Top Plates
Single or double top plates shall be provided at the
top of all stud walls.
3.4.3.3 Bottom Plates
Bottom plates shall not be less than 2 inch nominal
thickness and not less than the width of the wall studs.
Studs shall have full bearing on the bottom plate.
a. Wind Loads Segmented shearwalls shall be in accordance with the full height sheathing requirements
specified in Tables 3.17A-B. Tabulated values assume
walls are sheathed with 7/16 inch wood structural panels
on the exterior attached with 8d common nails at 6 inch
o.c. at panel edges and 12 inches o.c. in the field, and 1/2
inch gypsum wallboard on the interior attached with 5d
cooler nails at 7 inches o.c. at panel edges and 10 inches
o.c. in the field. Exterior sheathing shall be continuous
from the bottom plate to the upper top plate, with all panel
edges over framing. For other sheathing materials or
sheathing configurations see 3.4.4.2.1.
b. Seismic Loads Segmented shearwalls shall be in
accordance with the full height sheathing requirements specified in Table 3.17C. Tabulated values assume walls are
sheathed with 7/16 inch wood structural panels on the exterior attached with 8d common nails at 6 inches o.c. at panel
edges and 12 inches o.c. in the field. Exterior sheathing shall
be continuous from the bottom plate to the upper top plate,
with all panel edges over framing. For other sheathing materials or sheathing configurations see 3.4.4.2.1.
Tabulated full height sheathing requirements assume
the bottom story floor diaphragm is at average grade height
or lower. When the bottom story floor diaphragm is elevated above grade as with basement, crawl space, and
cripple wall foundations, the foundation story shall be
considered as an additional story.
Where interior shearwalls are used to resist seismic
loads, the full height sheathing requirements shall be determined using the spacing of exterior shearwall lines as
the distance from the exterior shearwall line to the interior shearwall line, and the spacing of interior shearwall
lines as the sum of the distances to shearwall lines on each
side.
3.4.4.2.1 Sheathing Type Adjustments When other
sheathing material or nailing patterns are used, the length
requirements in Tables 3.17A-C shall be multiplied by
the appropriate length adjustment factor in Table 3.17D.
3.4.4.2.2 Perforated Shearwall Adjustments When
perforated shearwalls are used, the segmented shearwall
length requirements shall be multiplied by the appropriate full-height sheathing length adjustment factors in Table
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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3.17E. Combinations of identically sheathed segmented
and perforated walls shall be permitted.
3.4.4.2.3 Holddowns Holddowns with a capacity in
accordance with Table 3.17F are required at the end of
each segmented shearwall segment or at each end of a
perforated shearwall. When full height shearwall segments
115
meet at a corner, a single holddown shall be permitted to
be used to resist the overturning forces in both directions
when the corner framing in the adjoining walls is fastened
together to transfer the uplift load (see Figures 3.8a-b).
3
3.5 Roof Systems
3.5.1.1 Rafters
Rafters shall be in accordance with the maximum
spans (horizontal projection) for common species of lumber rafters specified in Table 3.26A-H.
3.5.1.1.1 Jack Rafters Jack rafters shall be sized in
accordance with 3.5.1.1.
3.5.1.1.2 Rafter Overhangs Rafter overhangs shall
not exceed the lesser of one-third of the rafter span or 2
feet (see Figure 2.1f).
3.5.1.1.3 Rake Overhangs Rake overhang outlookers
shall use continuous 2x4 purlins connected in accordance
with 3.2.5.3. Rake overhangs shall not exceed the lesser
of one-half of the purlin length or 2 feet (see Figure 2.1g).
EXCEPTION: Rake overhangs using lookout
blocks shall not exceed 1 foot (see Figure 2.1h).
3.5.1.1.4 Notching and Boring Notches in the top
or bottom edge of solid-sawn rafters shall not be cut in the
middle one-third of the rafter span. Notches in the outer
thirds of the span shall not exceed one-sixth of the actual
rafter depth. Where notches are made at supports, they
shall not exceed one-fourth the actual rafter depth. Bored
holes are limited in diameter to one-third the actual rafter
depth and the edge of the hole shall not be closer than 2
inches to the top or bottom edges (see Figure 3.3a).
3.5.1.2 Bearing
Rafters shall bear directly on beams, girders, ledgers,
or loadbearing walls or be supported by approved joist
hangers or framing anchors. Rafter bearing shall not be
less than 1½ inches on wood, metal or masonry.
3.5.1.3 End Restraint
Where the nominal depth-to-thickness ratio of a
solid-sawn rafter exceeds 3, restraint against twisting shall
be provided at the end of each rafter by fastening to a rim
board or by using full-height blocking between rafter ends.
Fasteners for end restraint shall be provided in accordance
with Table 3.1.
EXCEPTION: When ceiling joists are attached
directly to rafters, the combined bearing thickness
of the ceiling joist and rafter shall be used to determine the depth-to-thickness ratio.
PRESCRIPTIVE DESIGN
3.5.1 Wood Rafter Systems
3.5.1.4 Ridge Beams
Ridge beams shall be installed at roof peaks. Ridge
beams shall be in accordance with the maximum spans
for common species of lumber beams and glued laminated
beams specified in Tables 3.29A-D. Rafters shall bear
directly on the ridge beam or be supported by hangers or
framing anchors (see Figure 3.10a). Ceiling joists or rafter
ties shall not be required where a ridge beam is provided.
EXCEPTION: A ridge board shall be permitted
to be substituted for a ridge beam when roof slopes
equal or exceed 3 in 12. The ridge board shall be
at least 1 inch nominal in thickness and not less
than the depth of the cut end of the rafter. The
rafters shall be placed directly opposite each other.
Ceiling joists or rafter ties shall be used to provide a continuous tie between exterior walls.
Ceiling joist/rafter tie to rafter connections shall
be in accordance with Tables 3.9. Prescriptive
solutions for ceiling joist/rafter tie to rafter connections are provided in Table 3.9A (see Figures
3.10b-c).
3.5.1.5 Hip and Valley Beams
Hip and valley beams shall be in accordance with the
maximum spans (horizontal projection) for common species of lumber hip and valley beams specified in Table
3.28, respectively (see Figures 3.12a-c).
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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3.5.1.6 Ceiling Joists
Ceiling joists shall be in accordance with the maximum spans for common species of solid sawn ceiling joists
specified in Tables 3.25A-B, and shall be braced in accordance with 3.3.1.4.
3.5.1.7 Open Ceilings
When ceiling joists and roof ties are omitted and the
rafters are used to create an open (cathedral) ceiling, rafter
ends shall be supported on bearing walls, headers, or ridge
beams. Rafters shall be attached to the support at each
end in accordance with 3.2.
bays of framing, and shall be spaced at a maximum of 4
feet on center. Nailing requirements are given in Table
3.1 (see Figure 3.7b).
EXCEPTION: When an attic floor or ceiling
diaphragm is used to brace the gable endwall or
when a hip roof system is used, additional roof
diaphragm blocking is not required.
3.5.1.8 Roof Openings
Trimmers and headers shall be doubled when the
header span exceeds 4 feet. Headers more than 6 feet in
length shall be supported at the ends by rafter hangers or
framing anchors unless they bear on a partition, beam, or
wall. Tail rafters which exceed 12 feet in length shall be
supported on framing anchors (see Figures 3.11a-c). Nailing requirements are given in Table 3.1.
3.5.2 Wood I-Joist Roof Systems
Wood I-joist rafter systems shall meet the requirements of 2.5.2.
3.5.3 Wood Roof Truss Systems
Wood roof truss systems shall meet the requirements
of 2.5.3. See Table 3.27 for representative metal plate
connected wood roof truss span tables. Actual design spans
will vary by truss manufacturer as a result of specific design conditions.
3.5.4 Roof Sheathing
3.5.4.1 Sheathing
Roof sheathing shall be in accordance with the minimum requirements of Tables 3.12A and 3.12B.
3.5.4.2 Sheathing Edge Support
Edges of all 7/16 inch structural panel roof sheathing
supported at 24 inches on center, shall be supported with
blocking or edge clips.
3.5.5 Roof Diaphragm Bracing
For 3-second gust wind speeds greater than 100 mph,
blocking and connections shall be provided, at panel edges
perpendicular to roof framing members in the first two
AMERICAN WOOD COUNCIL
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List of Figures
3.1a
Determining the Number of Stories Above
the Foundation................................................ 118
3.1b
Methods for Addressing Shearwall Line
Offsets Greater Than Four Feet ..................... 119
3.2a
Sill Plate Anchorage to Concrete
Foundation Wall ............................................. 120
3.5d
Double Joist Under a Bathtub ........................ 125
3.6a
Floor Opening - Stairway ............................... 126
3.6b
Floor Opening - Stairway With Landing ....... 126
3.7a
Ceiling Bracing Gable Endwall ..................... 127
3.7b
Floor Bracing Endwall ................................... 127
Sill Plate Anchorage to Masonry
Foundation Wall ............................................. 120
3.8a
Corner Stud Holddown Detail - 3 Studs
With Blocking ................................................ 128
3.2c
Bottom Plate Anchorage to Slab-on-Grade.... 120
3.8b
Corner Stud Holddown Detail - 4 Studs ........ 128
3.2d
Wall Assembly to Permanent Wood
Foundation ..................................................... 121
3.8c
Interior Stud Detail ........................................ 128
3.8d
Top Plate Intersection Detail .......................... 128
3.2e
Wall Assembly to Piles .................................. 121
3.9a
Studs and Headers Around Wall Openings .... 129
3.3a
Solid Sawn Joist and Rafter Notching and
Boring Limits ................................................. 122
3.9b
Studs and Headers Around Wall Openings Bay Window ................................................... 129
3.3b
Stud Notching and Boring Limits .................. 122
3.4a
Joists Framing on a Solid Sawn Girder.......... 123
3.4b
Joists Framing on a Ledger ............................ 123
3.4c
Joists Framing on a Steel Beam ..................... 123
3.4d
Joist Framing on a Stud Wall ......................... 124
3.4e
Joist Framing on a Foundation Sill Plate ....... 124
3.4f
Girder Bearing on a Concrete Wall ................ 124
3.4g
Cantilever Floor - 3D View ............................ 124
3.5a
Loadbearing Wall Offset from Support ......... 125
3.5b
Double Joist Under a Non-Loadbearing
Wall ................................................................ 125
3.5c
Blocking Under a Non-Loadbearing Wall ..... 125
PRESCRIPTIVE DESIGN
3.2b
3
3.10a Ridge Beam Details ....................................... 130
3.10b Ridge Board and Ceiling Joist Detail............. 130
3.10c Ridge Board and Rafter Tie Detail................. 130
3.11a Roof Openings - Chimney ............................. 131
3.11b Roof Openings - Gable Dormer ..................... 131
3.11c Roof Openings - Shed Dormer ...................... 131
3.12a Hip Roof Framing Detail ............................... 132
3.12b Valley Roof Framing Detail ........................... 133
3.12c Valley Beam Roof Framing Detail ................. 133
AMERICAN FOREST & PAPER ASSOCIATION
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Figure 3.1a
PRESCRIPTIVE DESIGN
Determining the Number of Stories Above the Foundation
6
6
6
6
6
6
AMERICAN WOOD COUNCIL
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Figure 3.1b
119
Methods for Addressing Shearwall Line Offsets Greater Than Four
Feet
Option #1
LATERAL
LOAD
DIRECTION
STRUCTURE WITH
OFFSET GREATER
THAN 4 FEET
SEPARATE
STRUCTURES
Option #2
INSCRIBED
STRUCTURE
> 4'
Bldg. 1
Bldg. 1
> 4'
Bldg. 3
PRESCRIPTIVE DESIGN
Bldg. 2
3
Bldg. 1
> 4'
Bldg. 2
Bldg. 1
> 4'
> 4'
Bldg. 3
AMERICAN FOREST & PAPER ASSOCIATION
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PRESCRIPTIVE DESIGN
Figure 3.2a
Sill Plate Anchorage to Concrete Foundation Wall
Figure 3.2b
Sill Plate Anchorage to Masonry Foundation Wall
Figure 3.2c
Bottom Plate Anchorage to Slab-on-Grade
AMERICAN WOOD COUNCIL
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Figure 3.2d
121
Wall Assembly to Permanent Wood Foundation
3
PRESCRIPTIVE DESIGN
Figure 3.2e
Wall Assembly to Piles
AMERICAN FOREST & PAPER ASSOCIATION
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PRESCRIPTIVE DESIGN
Figure 3.3a
Solid Sawn Joist and Rafter Notching and Boring Limits
Outer third of
span only
1/4 Joist
depth, Max.
1/3 Joist
depth, Max.
2" Min.
1/3 Joist
depth, Max.
1/6 Joist
depth, Max.
Figure 3.3b
Stud Notching and Boring Limits
Notch
depth < 1/4d
d
Hole edge
distance > 5/8"
Outer 1/3 of
span only
Hole diameter
< 2/5d
Single Stud
Stud
Hole diameter
< 3/5d
Double Stud
Plate
Hole edge
distance > 5/8"
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Figure 3.4a
123
Joists Framing on a Solid Sawn Girder
Bridging
3
Joist
PRESCRIPTIVE DESIGN
Girder
Figure 3.4b
Joists Framing on a Ledger
Girder
Joist
Ledger
1-1/2" Min.
Figure 3.4c
Joists Framing on a Steel Beam
Bridging
Joist
Steel Beam
AMERICAN FOREST & PAPER ASSOCIATION
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PRESCRIPTIVE DESIGN
Figure 3.4d
Joist Framing on a Stud
Wall
Figure 3.4e
Joist Framing on a
Foundation Sill Plate
Figure 3.4f
Girder Bearing on a
Concrete Wall
Figure 3.4g
Cantilever Floor - 3D
View
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Figure 3.5a
Loadbearing Wall
Offset from Support
Figure 3.5b
125
Double Joist Under a
Non-Loadbearing Wall
3
PRESCRIPTIVE DESIGN
Figure 3.5c
Blocking Under a NonLoadbearing Wall
Figure 3.5d
Double Joist Under a
Bathtub
AMERICAN FOREST & PAPER ASSOCIATION
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PRESCRIPTIVE DESIGN
Figure 3.6a
Floor Opening - Stairway
Figure 3.6b
Floor Opening - Stairway With Landing
AMERICAN WOOD COUNCIL
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Figure 3.7a
127
Ceiling Bracing Gable Endwall
3
PRESCRIPTIVE DESIGN
Figure 3.7b
Floor Bracing Endwall
AMERICAN FOREST & PAPER ASSOCIATION
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PRESCRIPTIVE DESIGN
Figure 3.8a
Corner Stud Holddown
Detail - 3 Studs With
Blocking
Figure 3.8b
Corner Stud Holddown
Detail - 4 Studs
Figure 3.8c
Interior Stud Detail
Figure 3.8d
Top Plate Intersection
Detail
AMERICAN WOOD COUNCIL
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Figure 3.9a
129
Studs and Headers Around Wall Openings
3
PRESCRIPTIVE DESIGN
Figure 3.9b
Studs and Headers Around Wall Openings - Bay Window
AMERICAN FOREST & PAPER ASSOCIATION
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PRESCRIPTIVE DESIGN
Figure 3.10a Ridge Beam Details
Figure 3.10b Ridge Board and Ceiling Joist Detail
Figure 3.10c Ridge Board and Rafter Tie Detail
AMERICAN WOOD COUNCIL
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Figure 3.11a Roof Openings Chimney
131
Figure 3.11b Roof Openings - Gable
Dormer
3
PRESCRIPTIVE DESIGN
Figure 3.11c Roof Openings - Shed Dormer
AMERICAN FOREST & PAPER ASSOCIATION
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PRESCRIPTIVE DESIGN
Figure 3.12a Hip Roof Framing Detail
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Figure 3.12b Valley Roof Framing Detail
3
PRESCRIPTIVE DESIGN
Figure 3.12c Valley Beam Roof Framing Detail
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ENGINEERED DESIGN
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List of Tables
Nailing Schedule ............................................ 139
3.7
3.2
Sill or Bottom Plate to Foundation
Connection Requirements for Wind Exposure B ..................................................... 140
Header Connection Requirements for Wind Exposure B ..................................................... 157
3.8
Window Sill Plate Connection Requirements
for Wind - Exposure B ................................... 157
3.9
Rafter/Ceiling Joist Heel Joint Connection
Requirements ................................................. 158
3.2A Sill Plate to Foundation Connections
(Anchor Bolts) Resisting Shear Loads from
Wind - Exposure B ......................................... 142
3.2B Bottom Plate to Foundation Connections
(Anchor Bolts) Resisting Lateral and Shear
Loads from Wind - Exposure B ..................... 144
3.9A Rafter/Ceiling Joist Heel Joint Connection
Requirements ................................................. 159
3.10
Roof Sheathing Attachment Requirements
for Wind Loads - Exposure B ........................ 160
3.2C Sill or Bottom Plate to Foundation
Connections (Anchor Bolts) Resisting Uplift
Loads from Wind - Exposure B ..................... 144
3.11
Wall Sheathing and Cladding Attachment
Requirements for Wind Loads - Exposure B ... 161
3.3
Sill or Bottom Plate to Foundation Shear
Connection Requirements for Seismic .......... 145
3.12A Roof Sheathing Requirements for Wind
Loads - Exposure B ........................................ 162
3.3A Sill or Bottom Plate to Foundation
Connections (Anchor Bolts) Resisting Shear
Loads from Seismic ....................................... 147
3.12B Maximum Roof Sheathing Spans for Roof
Live and Snow Loads ..................................... 162
3.4
Rafter/Truss Framing to Wall Connection
Requirements for Wind Loads - Exposure B . 148
3.4A Rafter and/or Ceiling Joist to Top Plate
Lateral and Shear Connection Requirements Exposure B ..................................................... 150
3.4B Uplift Strap Connection Requirements Exposure B ..................................................... 151
3.4C Rake Overhang Outlooker Uplift Connection
Requirements - Exposure B ........................... 152
3.5
Top and Bottom Plate to Stud Lateral
Connection Requirements for Wind Loads Exposure B ..................................................... 153
3.5A Top and Bottom Plate to Stud Lateral
Connections for Wind Loads - Exposure B ... 154
3.6
Ridge Connection Requirements for Wind Exposure B ..................................................... 155
3.6A Ridge Tension Strap Connection
Requirements for Wind - Exposure B ............ 156
3
PRESCRIPTIVE DESIGN
3.1
3.13A Wall Sheathing Requirements for Wind
Loads - Exposure B ........................................ 163
3.13B Wall Cladding Requirements for Wind
Loads - Exposure B ........................................ 163
3.14
Maximum Floor Sheathing Spans for Live
Loads .............................................................. 164
3.15
Minimum Attic Floor/Ceiling Length When
Bracing Gable Endwall for Wind Loads Exposure B ..................................................... 165
3.16A Range of Allowable Sidewall Lengths for
Wind Loads - Exposure B - One Story
Slab-on-Grade ................................................ 167
3.16B Range of Allowable Sidewall Lengths for
Wind Loads - Exposure B - All Other Cases ... 168
3.17A Segmented Shearwall Endwall Sheathing
Requirements for Wind - Exposure B ............ 169
3.17B Segmented Shearwall Sidewall Sheathing
Requirements for Wind - Exposure B ............ 170
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PRESCRIPTIVE DESIGN
3.17C Segmented Shearwall Sheathing
Requirements (Assuming Square Building
with Seismic Motion Parallel or
Perpendicular to Ridge) ................................. 171
3.17D Shearwall Assembly Shear Capacities,
Maximum Shearwall Segment Aspect
Ratios, and Sheathing Type Adjustments ....... 173
3.17E Perforated Shearwall Full Height Sheathing
Adjustments ................................................... 175
3.17F Segmented and Perforated Shearwall
Holddown Capacity Requirements ................ 176
3.18A Floor Joist Spans for Common Lumber
Species (Live Load = 30 psf) ......................... 177
3.18B Floor Joist Spans for Common Lumber
Species (Live Load = 40 psf) ......................... 178
3.19
Representative Metal Plate Connected Wood
Floor Truss Spans (Live Load = 40 psf) ........ 179
3.20A Maximum Exterior Loadbearing and
Non-Loadbearing Stud Lengths for Common
Lumber Species Resisting Interior Zone
Wind Loads - Exposure B (Fully Sheathed
with a Minimum Sheathing Material) ............ 180
3.20B Maximum Exterior Loadbearing and
Non-Loadbearing Stud Lengths for Common
Lumber Species Resisting Interior Zone
Wind Loads - Exposure B (Fully Sheathed
with a Minimum of 3/8" Wood Structural
Panels) ............................................................ 182
3.21
3.22E Header Spans for Exterior Loadbearing
Walls (Supporting a Roof, Ceiling, and Two
Clear Span Floors) ......................................... 190
3.22F Jack Stud Requirements (For Headers in
Exterior Loadbearing Walls) .......................... 191
3.23A Header Spans for Exterior Loadbearing
Walls Resisting Wind Loads - Exposure B .... 192
3.23B Header Spans for Exterior Non-Loadbearing
Walls and Window Sill Plate Spans
Resisting Wind Loads - Exposure B .............. 193
3.23C Full Height Stud Requirements for Headers
or Window Sill Plates in Exterior Walls
Resisting Wind Loads - Exposure B & C ...... 193
3.23D Reduced Full Height Stud Requirements
for Headers or Window Sill Plates in
Exterior Walls Resisting Wind Loads Exposure B & C ............................................. 194
3.24A Header Spans for Interior Loadbearing Walls
(Supporting One Center Bearing Floor) ........ 195
3.24B Header Spans for Interior Loadbearing Walls
(Supporting Two Center Bearing Floors) ....... 196
3.24C Jack Stud Requirements for Headers in
Interior Loadbearing Walls ............................ 197
3.25A Ceiling Joist Spans for Common Lumber
Species (Live Load = 10 psf) ......................... 198
3.25B Ceiling Joist Spans for Common Lumber
Species (Live Load = 20 psf) ......................... 199
Top Plate Splice Requirements for Wind Exposure B & C ............................................. 185
3.26A Rafter Spans for Common Lumber Species
(Ceiling Not Attached, Live Load = 20 psf) .. 200
3.22A Header Spans for Exterior Loadbearing
Walls (Supporting a Roof and Ceiling) .......... 186
3.26B Rafter Spans for Common Lumber Species
(Ceiling Attached, Live Load = 20 psf) ......... 201
3.22B Header Spans for Exterior Loadbearing
Walls (Supporting a Roof, Ceiling, and One
Center Bearing Floor) .................................... 187
3.26C Rafter Spans for Common Lumber Species
(Ceiling Not Attached, Ground Snow
Load = 30 psf) ................................................ 202
3.22C Header Spans for Exterior Loadbearing
Walls (Supporting a Roof, Ceiling, and One
Clear Span Floor) ........................................... 188
3.26D Rafter Spans for Common Lumber Species
(Ceiling Attached, Ground Snow Load =
30 psf) ............................................................ 203
3.22D Header Spans for Exterior Loadbearing
Walls (Supporting a Roof, Ceiling, and Two
Center Bearing Floors) ................................... 189
3.26E Rafter Spans for Common Lumber Species
(Ceiling Not Attached, Ground Snow
Load = 50 psf) ................................................ 204
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
137
3.26F Rafter Spans for Common Lumber Species
(Ceiling Attached, Ground Snow Load =
50 psf) ............................................................ 205
3.26G Rafter Spans for Common Lumber Species
(Ceiling Not Attached, Ground Snow
Load = 70 psf) ................................................ 206
3
3.26H Rafter Spans for Common Lumber Species
(Ceiling Attached, Ground Snow Load =
70 psf) ............................................................ 207
Representative Metal Plate Connected Wood
Roof Truss Spans (Top Chord Live Load =
20 psf .............................................................. 209
3.28
Hip and Valley Beam Sizes ............................ 210
PRESCRIPTIVE DESIGN
3.27
3.29A Ridge Beam Spans (Roof Live Load =
20 psf) ............................................................ 211
3.29B Ridge Beam Spans (Ground Snow Load =
30 psf) ............................................................ 212
3.29C Ridge Beam Spans (Ground Snow Load =
50 psf) ............................................................ 213
3.29D Ridge Beam Spans (Ground Snow Load =
70 psf) ............................................................ 214
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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138
PRESCRIPTIVE DESIGN
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.1
139
Nailing Schedule
Joint Description
Number of
Common Nails
Number of
Box Nails
Nail Spacing
(see Table 3.4A)
(see Table 3.4A)
(see Table 3.9A)
(see Table 3.9A)
(see Table 3.6A)
2-10d
3-16d
per rafter
per joist
each lap
each lap
per tie
each end
each end
ROOF FRAMING
Rafter to Top Plate (Toe-nailed)
Ceiling Joist to Top Plate (Toe-nailed)
Ceiling Joist to Parallel Rafter (Face-nailed)
Ceiling Joist Laps Over Partitions (Face-nailed)
Collar Tie to Rafter (Face-nailed)
Blocking to Rafter (Toe-nailed)
Rim Board to Rafter (End-nailed)
(see Table 3.4A)
(see Table 3.4A)
(see Table 3.9A)
(see Table 3.9A)
(see Table 3.6A)
2- 8d
2-16d
2-16d1
4-16d
2-16d
16d
2-16d1
5-16d
2-16d
16d
per foot
joints - each side
24" o.c.
16" o.c. along edges
Top or Bottom Plate to Stud (End-nailed)
(see Table 3.5A)
(see Table 3.5A)
per stud
Bottom Plate to Floor joist, Bandjoist, Endjoist or
Blocking (Face-nailed)
2-16d
1,2
2-16d
1,2
per foot
FLOOR FRAMING
Joist to Sill, Top Plate or Girder (Toe-nailed)
Bridging to Joist (Toe-nailed)
Blocking to Joist (Toe-nailed)
Blocking to Sill or Top Plate (Toe-nailed)
Ledger Strip to Beam (Face-nailed)
Joist on Ledger to Beam (Toe-nailed)
Band Joist to Joist (End-nailed)
Band Joist to Sill or Top Plate (Toe-nailed)
4- 8d
2- 8d
2- 8d
3-16d
3-16d
3- 8d
3-16d
2-16d1
4-10d
2-10d
2-10d
4-16d
4-16d
3-10d
4-16d
3-16d
per joist
each end
each end
each block
each joist
per joist
per joist
per foot
8d
10d
(see Table 3.10)
2-8d
3-8d
2-10d
3-10d
per support
per support
5d coolers
7" edge / 10" field
8d
10d
(see Table 3.11)
6d3
8d3
-
3" edge / 6" field
3" edge / 6" field
5d coolers
8d
8d
5d coolers
8d
8d
7" edge / 10" field
(see Table 3.11)
(see manufacturer)
2-8d
3-8d
2-10d
3-10d
per support
per support
8d
10d
10d
16d
6" edge / 12" field
6" edge / 6" field
2-8d
3-8d
2-10d
3-10d
per support
per support
PRESCRIPTIVE DESIGN
WALL FRAMING
Top Plate to Top Plate (Face-nailed)
Top Plates at Intersections (Face-nailed)
Stud to Stud (Face-nailed)
Header to Header (Face-nailed)
3
ROOF SHEATHING
Structural Panels
Diagonal Board Sheathing
1"x6" or 1"x8"
1"x10" or wider
CEILING SHEATHING
Gypsum Wallboard
5d coolers
WALL SHEATHING
Structural Panels
Fiberboard Panels
7/16"
25/32"
Gypsum Wallboard
Hardboard
Particleboard Panels
Diagonal Board Sheathing
1"x6" or 1"x8"
1"x10" or wider
FLOOR SHEATHING
Structural Panels
1" or less
greater than 1"
Diagonal Board Sheathing
1"x6" or 1"x8"
1"x10" or wider
1
2
3
Nailing requirements are based on wall sheathing nailed 6 inches on-center at the panel edge. If wall sheathing is nailed 3 inches on-center at the
panel edge to obtain higher shear capacities, nailing requirements for structural members shall be doubled, or alternate connectors, such as shear
plates, shall be used to maintain the load path.
When wall sheathing is continuous over connected members, the tabulated number of nails shall be permitted to be reduced to 1-16d nail per foot.
Corrosion resistant 11 gage roofing nails and 16 gage staples are permitted, check IBC for additional requirements.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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PRESCRIPTIVE DESIGN
Table 3.2
Sill or Bottom Plate to Foundation Connection Requirements for
Wind - Exposure B
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf, Wall DL = 60 plf
Three Second Gust Wind Speed (mph)
Connections
85
90
100
110
Required Capacity of Connection (plf)1,2,3
Number
of
Stories
Roof
Span
(ft.)
U
L
S
U
L
S
U
L
S
U
L
S
2
10
17
25
33
*
96R
2
12
23
33
44
55
66
*
108R
33
50
67
85
103
120
138
*
133R
67
92
117
142
167
192
217
*
161R
1
12
16
20
24
28
32
36
20
24
28
32
36
28
32
36
-
*
151R
*
169R
209R
253R
*
231R
57
82
107
132
157
285R 47
72
97
*
206R
7
25
43
60
78
0
18
*
*
6
-
*
345R
2
10
17
25
33
79
4363
2
12
23
33
44
55
66
89
4363
33
50
67
85
103
120
138
109
4363
67
92
117
142
167
192
217
132
4363
1
12
16
20
24
28
32
36
-
79
4363
6
89
4363
7
25
43
60
78
109
4363
57
82
107
132
157
132
4363
2
20
24
28
32
36
Sill Plate to Foundation
(Crawl Space or
Basement)
2
3
Wall Bottom Plate to
Foundation
(Slab-on-Grade)
*
3
3
3
3
28
79 436
89 436
109 436
47
132 436
32
0
72
36
18
97
Connector uplift load.
Connector lateral load (perpendicular to the wall).
Connector shear load (parallel to the wall).
L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge, where W is the
building width and L is the building length.
3
U
L
S
R
*
1
2
3
=
=
=
=
Anchorage required to resist lateral loads shall be determined in the foundation design per Section 1.1.4.
Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, respectively, for framing
not located within 8 feet of building corners.
Tabulated uplift loads assume a roof and ceiling assembly dead load of 9 psf. (0.6 x 15 psf = 9 psf).
Tabulated shear capacity requirements assume all walls are sheathed in accordance with Section 3.4.4.2. For
other wall sheathing types the tabulated shear capacity of the connection shall be divided by the appropriate
sheathing type adjustment factor in Table 3.17D.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.2
141
Sill or Bottom Plate to Foundation Connection Requirements for
Wind - Exposure B (Cont.)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf, Wall DL = 60 plf
Three Second Gust Wind Speed (mph)
Connections
Number of Roof Span
Stories
(ft.)
*
191R 147
188
230
272
314
356
399
*
224R 191
242
293
345
397
449
501
*
20
24
28
32
36
28
32
36
111
144
177
211
244
117
151
184
*
301R 170
212
254
296
339
411R 194
236
279
*
353R 233
285
337
389
441
482R 277
329
381
*
105
138
171
204
237
271
304
157
4363
147
188
230
272
314
356
399
185
4363
191
242
293
345
397
449
501
214
4363
1
12
16
20
24
28
32
36
111
144
177
211
244
157
4363
170
212
254
296
339
185
4363
233
285
337
389
441
214
4363
2
20
24
28
32
36
Wall Bottom Plate to
Foundation
(Slab-on-Grade)
2
3
*
S
U
L
*
S
U
L
*
S
U
L
S
260R 239
300
362
424
486
548
610
*
299R
410R 302
364
426
488
550
559R 366
428
490
*
470R
*
641R
239
300
362
424
486
548
610
246
4363
302
364
426
488
550
246
4363
3
PRESCRIPTIVE DESIGN
105
138
171
204
237
271
304
3
1
150
12
16
20
24
28
32
36
2
*
140
L
Sill Plate to Foundation
(Crawl Space or
Basement)
=
=
=
=
130
Required Capacity of Connection (plf)1,2,3
U
1
U
L
S
R
120
3
3
3
3
28
117 157 436 194 185 436 277 214 436 366 246 436
3
32
151
236
329
428
36
184
279
381
490
Connector uplift load.
Connector lateral load (perpendicular to the wall).
Connector shear load (parallel to the wall).
L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge, where W is the building
width and L is the building length.
Anchorage required to resist lateral loads shall be determined in the foundation design per Section 1.1.4.
Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, respectively, for framing not
located within 8 feet of building corners.
Tabulated uplift loads assume a roof and ceiling assembly dead load of 9 psf. (0.6 x 15 psf = 9 psf).
Tabulated shear capacity requirements assume all walls are sheathed in accordance with Section 3.4.4.2. For other
wall sheathing types the tabulated shear capacity of the connection shall be divided by the appropriate sheathing type
adjustment factor in Table 3.17D.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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142
PRESCRIPTIVE DESIGN
Table 3.2A
1/2" Anchor Bolts - Sill Plate to Foundation Connections Resisting
Shear Loads from Wind - Exposure B
(Prescriptive Alternative to Table 3.2)
Three Second Gust Wind Speed (mph)
Foundation
Supporting
Building Dimension
Perpendicular to
Shearwall Line (ft.)
85
90
100
110
120
130
140
150
1/2" Anchor Bolts
Number of Bolts Required in Shearwall Line1,2,3
12
2
2
2
2
3
3
3
4
16
2
2
3
3
3
4
4
5
20
2
3
3
4
4
5
5
6
24
3
3
4
4
5
6
6
7
28
3
3
4
5
6
6
7
8
32
3
4
5
5
6
7
8
10
1 Story
36
4
4
5
6
7
8
9
11
40
4
5
6
7
8
9
10
12
50
5
6
7
8
10
11
13
15
60
6
7
8
10
11
13
15
17
70
7
8
9
11
13
15
18
20
80
8
9
11
13
15
18
20
23
20
3
4
4
5
6
7
8
9
24
4
4
5
6
7
9
10
11
28
5
5
6
7
8
10
11
13
32
5
6
7
8
10
11
13
15
36
6
6
8
9
11
13
14
17
2 Stories
40
6
7
8
10
12
14
16
18
50
8
9
10
12
15
17
20
23
60
9
10
12
15
18
21
24
27
70
11
12
14
17
20
24
28
32
80
12
13
16
20
23
27
32
36
28
6
7
8
10
11
13
15
18
32
7
7
9
11
13
15
17
20
36
8
8
10
12
14
17
20
22
40
8
9
11
14
16
19
22
25
3 Stories
50
10
11
14
17
20
23
27
31
60
12
14
17
20
24
28
32
37
70
14
16
19
23
28
32
38
43
80
16
18
22
27
32
37
43
49
Anchorage required to resist lateral loads shall be determined in the foundation design per Section 1.1.4.
*
1
Prescriptive limits are based on assumptions in Table 3.2.
2
Anchor bolts shall be uniformly distributed along the length of the shearwall line, and in no case shall the anchor bolt
spacing exceed 6 feet on center. For other anchor bolt limitations see Section 3.2.1.7.
3
Sill plates are assumed to be treated Southern Pine.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.2A
143
5/8" Anchor Bolts - Sill Plate to Foundation Connections Resisting
Shear Loads from Wind - Exposure B
(Prescriptive Alternative to Table 3.2)
Three Second Gust Wind Speed (mph)
Foundation
Supporting
Building Dimension
Perpendicular to
Shearwall Line (ft.)
85
90
100
110
120
130
140
150
5/8" Anchor Bolts
Number of Bolts Required in Shearwall Line1,2,3
AMERICAN FOREST & PAPER ASSOCIATION
3
PRESCRIPTIVE DESIGN
12
1
1
2
2
2
2
3
3
16
2
2
2
2
3
3
3
4
20
2
2
2
3
3
4
4
5
24
2
2
3
3
4
4
5
5
28
2
3
3
4
4
5
5
6
32
3
3
3
4
5
5
6
7
1 Story
36
3
3
4
4
5
6
7
8
40
3
3
4
5
6
7
7
9
50
4
4
5
6
7
8
9
11
60
4
5
6
7
8
10
11
13
70
5
6
7
8
9
11
13
15
80
6
6
8
9
11
13
14
17
20
3
3
3
4
5
5
6
7
24
3
3
4
5
5
6
7
8
28
3
4
4
5
6
7
8
9
32
4
4
5
6
7
8
9
11
36
4
5
6
7
8
9
10
12
2 Stories
40
5
5
6
7
9
10
12
13
50
6
6
8
9
11
12
14
16
60
7
7
9
11
13
15
17
19
70
8
8
10
12
15
17
20
23
80
9
10
12
14
17
19
23
26
28
4
5
6
7
8
10
11
13
32
5
5
7
8
9
11
13
14
36
5
6
7
9
10
12
14
16
40
6
7
8
10
12
13
16
18
3 Stories
50
7
8
10
12
14
17
19
22
60
9
10
12
14
17
20
23
26
70
10
11
14
17
20
23
27
31
80
12
13
16
19
23
26
31
35
Anchorage required to resist lateral loads shall be determined in the foundation design per Section 1.1.4.
*
1
Prescriptive limits are based on assumptions in Table 3.2.
2
Anchor bolts shall be uniformly distributed along the length of the shearwall line, and in no case shall the anchor bolt
spacing exceed 6 feet on center. For other anchor bolt limitations see Section 3.2.1.7.
3
Sill plates are assumed to be treated Southern Pine.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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144
PRESCRIPTIVE DESIGN
Table 3.2B
Bottom Plate to Foundation Connections (Anchor Bolts) Resisting
Lateral and Shear Loads from Wind - Exposure B
(Prescriptive Alternative to Table 3.2)
Three Second Gust Wind
Speed (mph)
Bottom Plate to Foundation Anchor Bolt
Connection Resisting
Lateral and Shear Loads
1
2
3
4
85
90
100
110
120
130
Foundation Supporting
Maximum Anchor Bolt Spacing (in.)1,2,3,4
1-3 stories
1/2" Anchor Bolts
30
140
150
5/8" Anchor Bolts
45
1-3 stories
Prescriptive limits are based on assumptions in Table 3.2.
When anchor bolts are used to resist uplift, lateral, and shear loads, the maximum anchor bolt spacing shall not exceed the lesser of the tabulated
values for uplift loads (Table 3.2C) or lateral and shear loads (Table 3.2B). For other anchor bolt limitations see Section 3.2.1.7 and 3.2.2.3.
Tabulated anchor bolt spacings for lateral and shear loads assume walls are sheathed in accordance with section 3.4.4.2. For other wall sheathing
types the tabulated anchor bolt spacings shall be multiplied by the appropriate sheathing type adjustment factor in Table 3.17D, but in no case shall
anchor bolt spacings exceed 6 feet on center.
For three second gust wind speeds greater than 110 mph, with a tabulated lateral value from Table 3.5 greater than 262 plf, lateral connections shall
be determined using the loads from Table 3.5.
Table 3.2C
Sill or Bottom Plate to Foundation Connections (Anchor Bolts)
Resisting Uplift Loads from Wind - Exposure B
(Prescriptive Alternative to Table 3.2)
Three Second Gust Wind
Speed (mph)
Bottom Plate to Foundation Anchor Bolt
Connection Resisting
Uplift Loads
1
2
85
90
110
120
130
140
150
25
23
Maximum Anchor Bolt Spacing (in.)1,2
Foundation Supporting
1-3 stories
100
72
70
49
8' End Zones
39
33
Interior Zones
45
38
28
1-3 stories
72
72
57
33
30
27
Prescriptive limits are based on assumptions in Table 3.2.
When anchor bolts are used to resist uplift, lateral, and shear loads, the maximum anchor bolt spacing shall not exceed the lesser of the tabulated
values for uplift loads (Table 3.2C) or lateral and shear loads (Table 3.2B). For other anchor bolt limitations see Section 3.2.1.7 and 3.2.2.3.
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
145
TABLE 3.3
Table 3.3
Sill or Bottom
to Foundation
Shear Connection Requirements
SILLPlate
OR BOTTOM
PLATE TO FOUNDATION
for Seismic
SHEAR CONNECTION REQUIREMENTS FOR SEISMIC
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf, Floor Assembly DL = 15 psf, Wall Assembly DL = 15 psf
The total shear load required by all bolts in each shearline (LMIN & LMAX) is given by the equation below:1

L
 
Required Shear Load ( lbs .) = C1 +  MAX − 1C2  LMIN
 LMIN
 

A
Short Period Response Acceleration (SDS)
One Second Period Design Spectral Acceleration (SD1)
Foundation
Supporting
Connection:
1 Story
Maximum Spacing of Exterior2
Shearwall Lines (LMAX)
12
16
20
24
28
32
36
40
50
60
70
80
(When LMAX > LMIN)
Sill Plate to Foundation3,4
(Crawl Space or Basement)
2 Stories
(When LMAX = LMIN)
8
15
23
39
54
9
17
26
42
60
9
18
28
46
65
10
20
30
50
71
11
22
33
54
77
12
23
35
59
83
13
25
38
63
88
13
26
40
66
93
15
30
45
75
106
17
33
50
84
118
19
37
56
93
131
21
40
61
102
143
Additional Required Shear Capacity (C2) for Rectangular Buildings (plf)
Foundation5
(Slab-on-Grade)
18
25
17
34
51
85
120
19
37
56
92
130
20
40
60
100
141
22
43
65
107
151
23
46
69
115
162
25
49
74
123
173
26
52
78
130
184
28
55
83
137
194
31
62
93
155
219
35
69
104
173
244
39
76
115
190
269
42
83
125
208
294
Additional Required Shear Capacity (C2) for Rectangular Buildings (plf)
(When LMAX = LMIN)
14
21
36
50
Maximum Spacing of Exterior2
Shearwall Lines (LMAX)
Required Shear Capacity of Connections (C1) for Square Buildings (plf)
20
24
28
32
36
40
50
60
70
80
31
61
92
153
216
33
65
99
164
231
36
70
106
175
247
38
74
112
187
263
40
79
119
198
279
42
83
126
208
294
48
93
142
235
331
53
104
158
262
369
58
115
174
288
406
64
125
190
315
444
Additional Required Shear Capacity (C2) for Rectangular Buildings (plf)
(When LMAX = LMIN)
11
Wall Bottom Plate to
11
12
16
20
24
28
32
36
40
50
60
70
80
(When LMAX > LMIN)
Foundation
Supporting
1 Story
2 Stories
3 Stories
7
Required Shear Capacity of Connections (C1) for Square Buildings (plf)
7
3 Stories
D2
Maximum Spacing of Exterior2
Shearwall Lines (LMAX)
(When LMAX > LMIN)
Foundation
Supporting
D1
≤0.17
≤0.33
≤0.5
≤0.83
≤1.17
≤0.07
≤0.13
≤0.20
≤0.48
≤0.75
Required Shear Capacity of Connections (C1) for Square Buildings (plf)
4
Foundation
Supporting
Seismic Design Category
C
B
Allowable Spacing of Exterior2
Shearwall Lines
12-80
20-80
28-80
PRESCRIPTIVE DESIGN
Seismic Zone
3
21
32
53
75
240
240
Required Shear Capacity (lbs./ft.)
240
240
240
See footnotes 1-5.
AMERICAN FOREST & PAPER ASSOCIATION
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PRESCRIPTIVE DESIGN
Footnotes to Table 3.3
1
The tabulated value for C1 assumes a square building. When determining shear forces perpendicular to the longest
building dimension (LMAX) an additional force component is added to account for the increase in mass tributary to a given
shearwall.
2
Where interior shearwalls are used to resist seismic loads, the required shear capacity shall be determined using the spacing of
exterior shearwall lines as the distance from the exterior shearwall line to the interior shearwall line, and the spacing of interior
shearwall lines as the sum of the distances to shearwall lines on each side.
3
Tabulated required shear capacity is based on roof assembly and floor assembly dead loads of 15 psf. For higher roof and floor
assembly dead loads, or additional loads from snow, tabulated required shear capacity shall be multiplied by the adjustment factors
obtained from the following equations:
R1 =
4
wR + 3.4
18.4
R2 =
wR + 0.91wF1 + 10.2
38.8
R3 =
wR + 0.91wF1 + 0.91wF 2 + 17
59.2
Tabulated required shear capacity is based on exterior walls with stucco siding (wall assembly dead load of 15 psf). For lower wall
assembly dead loads, tabulated required shear capacity shall be permitted to be multiplied by the adjustment factor obtained from the
following equation:
Rw =
ww + 70.65
85.65
5
Tabulated required shear capacity assumes walls are sheathed as specified in Section 3.4.4.2. For other sheathing materials the
tabulated required shear capacity shall be divided by the appropriate sheathing type adjustment factor in Table 3.17D.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.3A
147
Sill or Bottom Plate to Foundation Connections (Anchor Bolts)
Resisting Shear Loads from Seismic
(Prescriptive Alternative to Table 3.3)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf, Floor Assembly DL = 15 psf, Wall Assembly DL = 15 psf
Seismic Zone
A
B
Short Period Response Acceleration (SDS)
<0.17
<0.33
One Second Period Design Spectral Acceleration (SD1)
<0.07
<0.13
Sill Plate to Foundation2,3,4
(Crawl Space or Basement)
Bottom Plate to Foundation5
(Slab-on-Grade)
D2
<0.5
<0.83
<1.17
<0.20
<0.48
<0.75
1/2" Anchor Bolts
Foundation Supporting
Maximum Anchor Bolt Spacing (in.) 1
1 Story
72
72
72
72
72
2 Stories
72
72
72
51
33
3 Stories
72
72
58
31
20
64
64
64
64
64
1 Story
2 Stories
3 Stories
Anchor Bolt
Connection
Sill Plate to Foundation2,3,4
(Crawl Space or Basement)
Bottom Plate to Foundation5
(Slab-on-Grade)
3
5/8" Anchor Bolts
Foundation Supporting
PRESCRIPTIVE DESIGN
Anchor Bolt
Connection
D1
C
Maximum Anchor Bolt Spacing (in.) 1
1 Story
72
72
72
72
72
2 Stories
72
72
72
72
51
3 Stories
72
72
72
47
31
72
72
72
72
72
1 Story
2 Stories
3 Stories
1
Prescriptive limits are based on assumptions in Table 3.3.
2
Tabulated anchor bolt spacing is based on shearwall lines spaced 80 feet with a 3:1 diaphragm aspect ratio and anchor bolt capacities for
1/2 inch and 5/8 inch anchor bolts equal to 1056 lbs. and 1488 lbs., respectively. For other shearwall line spacing, the anchor bolt spacing
shall be permitted to be determined using connection requirements in Table 3.3, but in no case shall anchor bolt spacings exceed 6 feet.
3
Tabulated values assume roof and ceiling assembly and floor assembly dead loads of 15 psf. For higher roof and floor assembly dead loads,
or additional loads from snow, tabulated anchor bolt spacings shall be divided by the adjustment factors obtained from the following
equations:
R1 =
wR + 3.4
18.4
R2 =
wR + 0.91wF1 + 10.2
38.8
R3 =
wR + 0.91wF1 + 0.91wF 2 + 17
59.2
where: R1 applies to one story buildings, R2 applies to two story buildings, and R3 applies to three story buildings. wR = 20% of flat roof
snow load where the flat roof snow load exceeds 30 psf, plus any additional roof dead loads.
4
Tabulated values are based on exterior walls with stucco siding (wall assembly dead load of 15 psf). For lower wall assembly dead loads,
tabulated values shall be permitted to be multiplied by the adjustment factor obtained from the following equation:
Rw =
5
ww + 70.65
85.65
Tabulated anchor bolt spacings assume walls are sheathed in accordance with Section 3.4.4.2. For other wall sheathing types the tabulated
anchor bolt spacings shall be multiplied by the appropriate sheathing type adjustment factor in Table 3.17D, but in no case shall anchor bolt
spacings exceed 6 feet on center.
AMERICAN FOREST & PAPER ASSOCIATION
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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148
PRESCRIPTIVE DESIGN
Table 3.4
Rafter/Truss Framing to Wall Connection Requirements for Wind
Loads - Exposure B
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf
Three Second Gust Wind
Speed (mph)
Rafter/Truss
Spacing (in.)
90
85
100
110
Required Capacity of Connection (lbs.)1,2
Roof Span
(ft.)
U3,4
L
S
U3,4
L
S
12
47
79
35R
62
89
39R
16
54
72
110
152
20
62
83
127
177
24
70
93
145
202
28
77
104
163
227
32
85
115
180
252
36
93
126
198
12
63
16
73
96
147
203
20
83
110
170
236
24
93
125
193
269
28
103
139
217
303
32
114
154
240
336
36
124
168
264
12
75
16
87
115
176
243
20
99
132
204
283
24
112
150
232
323
28
124
167
260
363
32
136
184
288
403
36
149
202
317
12
94
16
109
144
220
304
20
124
165
255
354
24
139
187
290
404
28
155
209
325
454
32
170
230
360
504
36
186
252
396
554
12
16
19.2
24
105
126
158
47R
56R
70R
82
98
123
118
142
177
52R
63R
78R
U3,4
L
S
93
109
48R
124
149
186
U3,4
L
S
127
132
58R
176
78R
212
93R
265
117R
277
146
64R
170
370
175
77R
204
444
219
97R
255
U
=
L
=
Connector lateral load (Perpendicular to the wall).
S
R
=
Connector shear load (Parallel to the wall).
=
L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge, where W is the building width and L is the
building length.
1
Connector uplift load.
Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, respectively, for framing not located within 8
feet of building corners.
2
Tabulated framing loads assume a building located in Exposure B.
3
Tabulated uplift loads assume a reduced roof and ceiling assembly dead load of 9 psf (0.6 x 15 psf = 9 psf).
4
Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation
connections, tabulated uplift values shall be permitted to be reduced by 60 plf (0.60 x 99 plf) for each full wall above.
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.4
149
Rafter/Truss Framing to Wall Connection Requirements for Wind
Loads - Exposure B (Cont.)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf
Three Second Gust Wind
Speed (mph)
Rafter/Truss
Spacing (in.)
120
130
140
150
Required Capacity of Connection (lbs.)1,2
U3,4
L
S
U3,4
L
S
U3,4
L
S
U3,4
L
S
12
165
157
70R
207
185
82R
251
214
95R
299
246
109R
16
198
248
302
360
20
231
290
353
422
24
264
332
405
484
28
297
374
457
546
32
331
416
509
608
36
364
459
561
12
220
328
145R
16
264
331
403
480
20
308
386
471
562
24
352
442
540
645
28
397
499
609
728
32
441
555
678
811
36
486
611
748
894
12
265
394
174R
16
317
397
483
576
20
370
464
565
675
24
423
531
648
774
28
476
598
731
873
32
529
666
814
973
36
583
734
897
1072
12
331
492
217R
16
396
496
604
720
20
462
580
707
843
24
528
664
810
967
28
595
748
914
1091
32
661
833
1017
1216
36
728
917
1121
1340
12
16
19.2
24
210
252
315
93R
111R
139R
275
330
413
246
296
369
109R
131R
163R
335
402
502
670
286
343
428
126R
151R
189R
398
478
598
U
=
Connector uplift load.
L
=
Connector lateral load (perpendicular to the wall).
S
R
=
Connector shear load (parallel to the wall).
=
L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge, where W is the building width and L is the
building length.
1
Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, respectively, for framing not located within 8
feet of building corners.
2
Tabulated framing loads assume a building located in Exposure B.
3
Tabulated uplift loads assume a reduced roof and ceiling assembly dead load of 9 psf (0.6 x 15 psf = 9 psf).
4
Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation
connections, tabulated uplift values shall be permitted to be reduced by 60 plf (0.60 x 99 plf) for each full wall above.
AMERICAN FOREST & PAPER ASSOCIATION
3
PRESCRIPTIVE DESIGN
Roof Span
(ft.)
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
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PRESCRIPTIVE DESIGN
Table 3.4A
Rafter and/or Ceiling Joist to Top Plate Lateral and Shear Connection
Requirements - Exposure B
(Prescriptive Alternative to Table 3.4)
Three Second Gust Wind Speed (mph)
Rafter/Ceiling Joist
Spacing (in.)
12
3
4
100
110
120
130
140
150
Number of 8d Common Nails or 10d Box Nails (Toe-nailed)
Wall
Height (ft.)
Required in Each Rafter and/or Ceiling Joist to Top Plate Connection 1,2,3,4
8
2
2
2
2
3
3
3
3
10
2
2
2
2
3
3
3
3
8
2
2
3
3
3
4
4
4
2
2
3
3
3
4
4
4
8
3
3
4
4
5
5
5
5
10
3
3
4
Prescriptive limits are based on assumptions in Table 3.4.
4
5
5
5
6
24
2
90
10
16
1
85
Tabulated connection requirements assume a building located in Exposure B.
When ceiling joists are installed parallel to rafters, the sum of the toe-nails in the rafter and ceiling joist shall equal or exceed the
tabulated number of nails required.
To avoid splitting, no more than 2 toe-nails shall be installed in each side of a rafter or ceiling joist when fastened to a 2x4 top
plate or 3 toe-nails in each side when fastened to a 2x6 top plate.
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.4B
151
Uplift Strap Connection Requirements - Exposure B
(Roof-to-Wall, Wall-to-Wall, and Wall-to-Foundation)
(Prescriptive Alternative to Table 3.4)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf
Three Second Gust Wind
Speed (mph)
Framing Spacing (in.)
16
19.2
24
1
90
100
110
120
130
140
150
3
Number of 8d Common Nails or 10d Box Nails
Roof Span
(ft.)
in Each End of 1-1/4" x 20 gage Strap
1,2,3,4
12
1
1
1
2
2
2
3
3
16
1
1
1
2
2
3
3
3
20
1
1
2
2
2
3
3
4
24
1
1
2
2
3
3
4
4
28
1
1
2
2
3
4
4
5
32
1
1
2
3
3
4
5
5
36
1
2
2
3
3
4
5
6
12
1
1
2
2
2
3
3
4
16
1
1
2
2
3
3
4
4
20
1
1
2
2
3
4
4
5
24
1
2
2
3
3
4
5
6
28
1
2
2
3
4
5
5
6
32
1
2
2
3
4
5
6
7
36
2
2
3
4
4
6
7
8
12
1
1
2
2
3
3
4
4
16
1
1
2
2
3
4
4
5
20
1
2
2
3
4
4
5
6
24
1
2
2
3
4
5
6
7
28
2
2
3
3
4
5
6
8
32
2
2
3
4
5
6
7
8
36
2
2
3
4
5
7
8
9
12
1
2
2
3
3
4
5
5
16
1
2
2
3
4
5
5
6
20
2
2
3
3
4
5
6
7
24
2
2
3
4
5
6
7
8
28
2
2
3
4
5
7
8
-
32
2
2
3
5
6
7
9
-
36
2
3
4
5
6
8
-
-
Prescriptive limits are based on assumptions in Table 3.4.
2
Tabulated uplift connection requirements assume a building located in Exposure B.
3
Tabulated uplift connection requirements assume a roof and ceiling assembly dead load of 9 psf (0.60 x 15 psf = 9 psf). If a
ceiling assembly is not present or if the ceiling assembly is not connected to the roof assembly, the tabulated number of nails shall
be increased by 1 nail at each end of the strap.
Minimum ASTM A653 Grade 33 steel strap.
4
PRESCRIPTIVE DESIGN
12
85
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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PRESCRIPTIVE DESIGN
Table 3.4C
Rake Overhang Outlooker Uplift Connection Requirements Exposure B
Three Second Gust Wind
Speed (mph)
85
90
100
2
120
130
140
150
Uplift Connection Loads (lbs.)1,2,3
Outlooker Spacing (in.)
1
110
12
187
209
258
312
372
436
506
581
16
249
279
344
417
496
582
675
775
24
373
418
517
625
744
873
1012
1162 4
Tabulated outlooker uplift connection loads assume a building located in Exposure B.
Tabulated outlooker uplift connection loads are based on 2 foot overhangs. For overhangs less than 2 feet, tabulated values shall
be permitted to be multiplied by [(2' + OH)/4']2 (OH measured in ft.).
3
For overhangs located in Zone 2 per the figures of Table 2.4, tabulated uplift loads shall be permitted to be multiplied by 0.65.
4
Outlooker length shall be limited to 20 inches.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.5
Top and Bottom Plate to Stud Lateral Connection Requirements for
Wind Loads - Exposure B
Three Second Gust Wind
Speed (mph)
85
90
100
3
120
130
140
150
8
66
74
92
111
132
155
180
206
10
79
89
109
132
157
185
214
246
12
91
102
126
152
181
213
247
283
14
102
115
142
171
204
239
278
319
16
113
127
157
190
226
265
307
353
18
124
139
171
207
247
290
336
385
20
134
150
185
224
267
313
363
417
Tabulated framing loads and connection requirements shall be permitted to be multiplied by 0.92 for framing not located within 8 feet of
corners.
Tabulated framing loads assume a building located in Exposure B.
Tabulated framing loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated
unit lateral framing load by the multiplier from the table below corresponding to the spacing of the connection:
Connection Spacing (in.)
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
3
PRESCRIPTIVE DESIGN
2
110
Unit Framing Loads (plf)1,2,3
Wall Height (ft.)
1
153
STUD
FLOOR JOIST
LATERAL
FRAMING
LOADS
FLOOR JOIST
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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PRESCRIPTIVE DESIGN
Table 3.5A
Top and Bottom Plate to Stud Lateral Connections for Wind Loads Exposure B
(Prescriptive Alternative to Table 3.5)
Three Second Gust Wind Speed (mph)
Stud Spacing (in.)
12
16
24
1
Wall Height (ft.)
85
90
100
110
120
130
140
150
Required Number of 16d Common Nails or 40d Box Nails per Stud to Plate Connection
(plf)1,2,3
8
2
2
2
2
2
2
2
2
10
2
2
2
2
2
2
2
2
12
2
2
2
2
2
2
2
2
14
2
2
2
2
2
2
2
3
16
2
2
2
2
2
2
3
3
18
2
2
2
2
2
2
3
3
20
2
2
2
2
2
3
3
3
8
2
2
2
2
2
2
2
2
10
2
2
2
2
2
2
2
3
12
2
2
2
2
2
2
3
3
14
2
2
2
2
2
3
3
3
16
2
2
2
2
2
3
3
4
18
2
2
2
2
3
3
4
4
20
2
2
2
2
3
3
4
4
8
2
2
2
2
2
3
3
3
10
2
2
2
2
3
3
3
4
12
2
2
2
2
3
3
4
5
14
2
2
2
3
3
4
4
5
16
2
2
3
3
4
4
5
6
18
2
2
3
3
4
5
5
6
3
4
4
5
6
7
20
2
2
Prescriptive limits are based on assumptions in Table 3.5.
2
Tabulated framing loads and connection requirements shall be permitted to be multiplied by 0.92 for framing not located
within 8 feet of corners.
3
Tabulated framing loads assume a building located in Exposure B.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.6
155
Ridge Connection Requirements for Wind - Exposure B
Dead Load Assumptions: Roof Assembly DL = 10 psf
Three Second Gust Wind Speed (mph)
85
90
Roof Span
(ft.)
Roof Pitch
3:12
5:12
6:12
7:12-12:12
110
120
130
140
150
Required Capacity of Ridge Connection (plf)1,2,3,4
12
76
94
133
176
224
275
330
390
16
102
126
178
235
298
367
441
520
20
127
157
222
294
373
458
551
650
24
153
189
267
353
447
550
661
780
28
178
220
311
412
522
642
771
910
32
204
252
356
471
597
733
881
1040
36
229
283
400
529
671
825
991
1170
12
65
79
111
145
183
224
268
316
16
86
106
147
193
244
299
358
422
20
108
132
184
242
305
373
447
527
24
130
158
221
290
366
448
537
632
28
151
185
258
338
427
523
626
738
32
173
211
295
387
488
597
716
843
36
195
238
332
435
549
672
805
948
12
51
62
87
114
144
176
211
249
16
67
83
115
152
192
235
281
332
20
84
103
144
190
239
293
352
415
24
101
124
173
228
287
352
422
497
28
118
144
202
265
335
411
493
580
32
135
165
231
303
383
469
563
663
36
152
186
260
341
431
528
633
746
12
47
57
79
103
130
159
190
223
16
63
76
106
138
173
211
253
297
20
79
95
132
172
216
264
316
372
24
94
115
158
207
260
317
379
446
28
110
134
185
241
303
370
443
521
32
126
153
211
276
346
423
506
595
36
142
172
237
310
389
476
569
669
12
49
57
75
97
122
148
177
207
16
65
75
100
130
162
197
235
276
20
81
94
125
162
203
247
294
345
24
97
113
150
194
243
296
353
415
28
113
132
175
227
284
345
412
484
32
129
151
200
259
324
395
471
553
1
36
146
170
225
292
365
444
530
622
Tabulated connection requirements shall be permitted to be multiplied by 0.70 for framing not located within 8 feet of building
corners.
2
Tabulated ridge connection loads assume a building located in Exposure B.
3
Tabulated connection requirements are based on total uplift minus 0.6 of the roof assembly dead load (0.6 x 10 psf).
4
Tabulated connection requirements are based on a 12 inch ridge strap spacing, for different ridge strap spacing, multiply the
tabulated values by the appropriate multiplier below:
Ridge Strap Spacing (in.)
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
AMERICAN FOREST & PAPER ASSOCIATION
3
PRESCRIPTIVE DESIGN
4:12
100
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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PRESCRIPTIVE DESIGN
Table 3.6A
Ridge Tension Strap Connection Requirements for Wind - Exposure B
(Prescriptive Alternative to Table 3.6)
Dead Load Assumptions: Roof Assembly DL = 10 psf
Three Second Gust Wind Speed (mph)
Roof Pitch
3:12
4:12
5:12
6:12
7:12-12:12
1
2
85
Roof Span
(ft.)
90
100
110
120
130
140
150
1,2,3,4,5,6,7
Number of 8d Common Nails or 10d Box Nails in each end of 1-1/4" Strap
12
1
1
2
2
2
3
3
4
16
1
2
2
2
3
4
4
5
20
2
2
2
3
4
4
5
6
24
2
2
3
3
4
5
6
7
28
2
2
3
4
5
6
7
8
32
2
3
3
4
5
7
8
9
36
2
3
4
5
6
7
9
-
12
1
1
1
2
2
2
3
3
16
1
1
2
2
2
3
3
4
20
1
2
2
2
3
4
4
5
24
2
2
2
3
3
4
5
6
28
2
2
3
3
4
5
6
7
32
2
2
3
4
4
5
6
7
36
2
2
3
4
5
6
7
8
12
1
1
1
1
2
2
2
3
16
1
1
1
2
2
2
3
3
20
1
1
2
2
2
3
3
4
24
1
2
2
2
3
3
4
5
28
1
2
2
3
3
4
5
5
32
2
2
2
3
4
4
5
6
36
2
2
3
3
4
5
6
7
12
1
1
1
1
2
2
2
2
16
1
1
1
2
2
2
3
3
20
1
1
2
2
2
3
3
4
24
1
1
2
2
3
3
4
4
28
1
2
2
2
3
4
4
5
32
2
2
2
3
3
4
5
5
36
2
2
2
3
4
4
5
6
12
1
1
1
1
1
2
2
2
16
1
1
1
2
2
2
2
3
20
1
1
2
2
2
3
3
3
24
1
1
2
2
2
3
3
4
28
1
2
2
2
3
3
4
4
32
2
2
2
3
3
4
4
5
36
2
2
2
3
3
4
5
6
Tabulated connection requirements shall be permitted to be multiplied by 0.70 for framing not located within 8 feet of building
corners
Tabulated ridge connection loads assume a building located in Exposure B.
3
Tabulated connection requirements are based on total uplift minus 0.6 of the roof assembly dead load (0.6 x 10 psf).
4
Tabulated connection requirements are based on a 12 inch ridge strap spacing, for different ridge strap spacing, multiply the
tabulated values by the appropriate multiplier below:
Ridge Connection Spacing (in.)
5
6
7
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
When the tabulated number of nails required in each end of the strap is equal to 1 and the framing is attached in accordance with
Table 3.1, the ridge strap and additional nailing is not required.
When a collar tie is used in lieu of a ridge strap, the number of 10d common nails required in each end of the collar tie need not
exceed the tabulated number of 8d common nails in a steel strap, or the number of 12d box nails in each end of the collar tie
need not exceed the tabulated number of 10d box nails in a steel strap.
1-1/4" 20 gage ridge strap shall be of ASTM A653 grade 33 steel or equivalent.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.7
157
Header Connection Requirements for Wind - Exposure B
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf
Three Second Gust
Wind Speed (mph)
Roof Span
(ft.)
24
36
U
L
1
2
3
4
=
=
90
110
100
120
130
140
150
Required Capacity of Connection at Each End of Header (lbs.) 1,2
U3,4
L
U3,4
L
U3,4
L
2
47
79
62
89
93
109
4
94
158 123 177 186 219
6
141 237 185 266 278 328
8
188 316 246 354 371 437
10
235 395 308 443 464 547
12
283 474 369 531 557 656
14
330 553 431 620 650 765
16
377 632 492 708 743 874
2
70
79
93
89
145 109
4
139 158 187 177 290 219
6
209 237 280 266 435 328
8
279 316 374 354 580 437
10
349 395 467 443 725 547
12
418 474 561 531 870 656
14
488 553 654 620 1014 765
16
558 632 748 708 1159 874
2
93
79
126
89
198 109
4
186 158 252 177 396 219
6
279 237 378 266 594 328
8
372 316 504 354 791 437
10
465 395 630 443 989 547
12
558 474 756 531 1187 656
14
651 553 883 620 1385 765
16
744 632 1009 708 1583 874
Connector uplift load.
Connector lateral load (perpendicular to the wall).
U3,4
L
U3,4
L
U3,4
L
U3,4
L
127 132 165 157 207 185 251 214
255 265 331 315 413 369 502 428
382 397 496 472 620 554 753 643
510 529 661 630 826 739 1004 857
637 661 827 787 1033 924 1255 1071
765 794 992 944 1239 1108 1506 1285
892 926 1157 1102 1446 1293 1757 1500
1020 1058 1323 1259 1652 1478 2009 1714
202 132 264 157 332 185 405 214
404 265 528 315 664 369 810 428
605 397 792 472 996 554 1215 643
807 529 1056 630 1327 739 1620 857
1009 661 1321 787 1659 924 2025 1071
1211 794 1585 944 1991 1108 2430 1285
1413 926 1849 1102 2323 1293 2835 1500
1614 1058 2113 1259 2655 1478 3240 1714
277 132 364 157 459 185 561 214
554 265 728 315 917 369 1121 428
832 397 1092 472 1376 554 1682 643
1109 529 1457 630 1834 739 2243 857
1386 661 1821 787 2293 924 2803 1071
1663 794 2185 944 2752 1108 3364 1285
1941 926 2549 1102 3210 1293 3924 1500
2218 1058 2913 1259 3669 1478 4485 1714
U3,4
L
299
598
897
1195
1494
1793
2092
2391
484
967
1451
1934
2418
2901
3385
3869
670
1340
2011
2681
3351
4021
4692
5362
246
492
738
984
1230
1476
1722
1968
246
492
738
984
1230
1476
1722
1968
246
492
738
984
1230
1476
1722
1968
3
PRESCRIPTIVE DESIGN
12
Header
Span
(ft.)
85
Tabulated lateral connection requirements shall be permitted to be multiplied by 0.75 and 0.92, respectively, for framing not located
within 8 feet of building corners.
Tabulated connection loads assume a building located in Exposure B.
Tabulated uplift requirements assume a roof and ceiling assembly dead load of 9 psf (0.6 x 15 psf = 9 psf).
Tabulated uplift loads are specified for headers supporting a roof assembly. When calculating uplift loads for headers supporting floor
loads, the tabulated uplift loads shall be permitted to be reduced by 30 plf times the header span for each full wall above.
Table 3.8
Window Sill Plate Connection Requirements for Wind - Exposure B
Three Second Gust
Wind Speed (mph)
Window Sill Span
(ft.)
1
2
85
90
100
110
120
130
140
150
Required Lateral Capacity of Connection at Each End of
Window Sill Plate (lbs.)1,2
79
89
109 132 157 185 214 246
2
4
158 177 219 265 315 369 428 492
6
237 266 328 397 472 554 643 738
8
316 354 437 529 630 739 857 984
10
395 443 547 661 787 924 1071 1230
12
474 531 656 794 944 1108 1285 1476
14
553 620 765 926 1102 1293 1500 1722
16
632 708 874 1058 1259 1478 1714 1968
Tabulated lateral connection requirements shall be permitted to be
multiplied by 0.92 for framing not located within 8 feet of building
corners.
Tabulated connection loads assume a building located in Exposure B.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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101256503
158
PRESCRIPTIVE DESIGN
Table 3.9
Rafter/Ceiling Joist Heel Joint Connection Requirements
Dead Load Assumptions: Roof Assembly DL = 10 psf
Roof Live Load
20 psf
Ground Snow Load
50 psf
30 psf
70 psf
Roof Span (ft.)
12
Rafter Slope
3:12
4:12
5:12
7:12
9:12
12:12
1
2
3
24
36
12
Rafter Spacing
(in.)
24
36
12
24
36
12
24
36
Required Capacity of Heel Joint Connection (lbs.) 1,2,3,4,5
12
360
720
1080
397
794
1192
582
1164
1746
767
1534
2300
3067
16
480
960
1440
530
1059
1589
776
1552
2328
1022
2045
19.2
576
1152
1728
636
1271
1907
931
1862
2794
1227
2454
3681
24
720
1440
2160
794
1589
2383
1164
2328
3492
1534
3067
4601
12
270
540
810
298
596
894
437
873
1310
575
1150
1725
16
360
720
1080
397
794
1192
582
1164
1746
767
1534
2300
19.2
432
864
1296
477
953
1430
698
1397
2095
920
1840
2760
24
540
1080
1620
596
1192
1787
873
1746
2619
1150
2300
3451
12
216
432
648
238
477
715
349
698
1048
460
920
1380
16
288
576
864
318
636
953
466
931
1397
613
1227
1840
19.2
346
691
1037
381
763
1144
559
1117
1676
736
1472
2208
24
432
864
1296
477
953
1430
698
1397
2095
920
1840
2760
12
154
309
463
170
340
511
249
499
748
329
657
986
16
206
411
617
227
454
681
333
665
998
438
876
1315
19.2
247
494
741
272
545
817
399
798
1197
526
1052
1577
24
309
617
926
340
681
1021
499
998
1497
657
1315
1972
12
120
240
360
132
265
397
194
388
582
256
511
767
16
160
320
480
177
353
530
259
517
776
341
682
1022
19.2
192
384
576
212
424
636
310
621
931
409
818
1227
24
240
480
720
265
530
794
388
776
1164
511
1022
1534
12
90
180
270
99
199
298
146
291
437
192
383
575
16
120
240
360
132
265
397
194
388
582
256
511
767
19.2
144
288
432
159
318
477
233
466
698
307
613
920
24
180
360
540
199
397
596
291
582
873
383
767
1150
Heel joint connections are not required when the ridge is supported by a loadbearing wall, header, or ridge beam designed to resist the applied
loads.
When intermediate support of the rafter is provided by vertical struts or purlins to a loadbearing wall, the tabulated heel joint connection
requirements shall be permitted to be reduced proportionally to the reduction in span.
Equivalent connections are required for ceiling joist to ceiling joist lap splices.
4
Tabulated heel joint connection requirements do not include the additional weight of the ceiling assembly.
5
Tabulated heel joint connection requirements assume ceiling joists or rafter ties are located at the bottom of the attic space. When ceiling joists
or rafter ties are located higher in the attic space, no attic storage is assumed, and the tabulated heel joint connection requirements shall be
increased by the following factors:
HR
T
HC
T
Ceiling Height/ Roof Ridge
Height (HC/HR)
Heel Joint Connection
Adjustment Factors
1/2
2
1/3
1.5
1/4
1/5
1/6
1.33
1.25
1.2
1/10
1.11
Note: Lateral deflection of the rafter below the rafter ties may exceed 3/4 inch when rafter ties are located above one-third of
the ridge height, HR, or when HC is greater than 2 feet and may require additional consideration.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.9A
159
Rafter/Ceiling Joist Heel Joint Connection Requirements
(Prescriptive Alternative to Table 3.9)
Dead Load Assumptions: Roof Assembly DL = 10 psf
Roof Live Load
Ground Snow Load
20 psf
30 psf
50 psf
70 psf
Roof Span (ft.)
12
Rafter Slope
6
24
36
12
24
36
3
Required Number of 16d Common or 40d Box Nails per Heel Joint Connection1,2,3,4,5,6
12
4
7
10
4
8
12
6
11
17
8
15
22
16
5
9
13
5
10
15
8
15
22
10
20
29
19.2
6
11
16
6
12
18
9
18
27
12
24
35
24
7
13
19
8
15
23
11
22
33
15
29
44
5
8
3
6
9
5
9
13
6
11
17
7
10
4
8
12
6
11
17
8
15
22
19.2
4
8
12
5
9
14
7
14
20
9
18
27
24
5
10
15
6
12
17
9
17
25
11
22
33
12
3
4
6
3
5
7
4
7
10
5
9
14
16
3
6
8
3
6
9
5
9
14
6
12
18
19.2
4
7
10
4
8
11
6
11
16
7
14
21
24
4
8
12
5
9
14
7
14
20
9
18
27
12
3
3
5
3
4
5
3
5
8
4
7
10
16
3
4
6
3
5
7
4
7
10
5
9
13
19.2
3
5
7
3
6
8
4
8
12
5
10
15
24
3
6
9
4
7
10
5
10
15
7
13
19
12
3
3
4
3
3
4
3
4
6
3
5
8
16
3
3
5
3
4
5
3
5
8
4
7
10
19.2
3
4
6
3
4
6
3
6
9
4
8
12
24
3
5
7
3
5
8
4
8
11
5
10
15
12
3
3
3
3
3
3
3
3
5
3
4
6
16
3
3
4
3
3
4
3
4
6
3
5
8
19.2
3
3
4
3
3
5
3
5
7
3
6
9
24
3
4
5
3
4
6
Nailing requirements shall be permitted to be reduced 25% if nails are clinched.
3
6
9
4
8
11
12:12
5
12
3
9:12
4
36
4
7:12
3
24
16
5:12
2
12
12
4:12
1
Rafter Spacing
(in.)
36
PRESCRIPTIVE DESIGN
3:12
24
Heel joint connections are not required when the ridge is supported by a loadbearing wall, header or ridge beam designed to resist the applied
loads.
When intermediate support of the rafter is provided by vertical struts or purlins to a loadbearing wall, the tabulated heel joint connection
requirements shall be permitted to be reduced proportionally to the reduction in span.
Equivalent connections are required for ceiling joist to ceiling joist lap splices.
Tabulated heel joint connection requirements do not include the additional weight of the ceiling assembly.
Tabulated heel joint connection requirements assume ceiling joists or rafter ties are located at the bottom of the attic space. When ceiling joists
or rafter ties are located higher in the attic space, no attic storage is assumed, and the tabulated heel joint connection requirements shall be
increased by the following factors:
Ceiling Height/ Roof Ridge
Height (HC/HR)
HR
T
HC
T
Heel Joint Connection
Adjustment Factors
1/2
2
1/3
1.5
1/4
1.33
1/5
1.25
1/6
1.2
1/10
1.11
Note: Lateral deflection of the rafter below the rafter ties may exceed 3/4 inch when rafter ties are located above one-third
of the ridge height, HR, or when HC is greater than 2 feet and may require additional consideration.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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101256503
160
PRESCRIPTIVE DESIGN
Table 3.10
Roof Sheathing Attachment Requirements for Wind Loads Exposure B
Three Second Gust
Wind Speed (mph)
85
90
100
110
120
130
140
150
STRUCTURAL SHEATHING
E
Sheathing Location1
F
E
Rafter/Truss Spacing
(inches, o.c.)
Interior Zone
Perimeter Edge Zone
F
E
F
E
F
E
F
E
F
E
Maximum Nail Spacing for 8d Common Nails or 10d Box Nails (inches, o.c)
F
E
F
12
5
12
6
12
6
12
6
12
6
12
6
12
6
12
6
12
6
16
6
12
6
12
6
12
6
12
6
12
6
12
6
12
6
12
19.2
6
12
6
12
6
12
6
12
6
12
6
12
6
6
24
6
12
6
12
6
12
6
12
6
12
6
12
6
12
122
122
122
12
6
12
6
12
6
12
6
122
6
122
6
122
6
6
6
6
16
6
12
6
12
6
122
6
122
6
6
6
6
63
63
63
63
19.2
6
6
6
122
24
6
63
6
63
6
63
63
63
63
63
63
44
63
44
44
44
44
44
44
63
44
63
63
63
63
63
6
122
122
6
122
122
6
6
6
63
Gable Endwall Rake or Rake Truss w/ Lookout Block
6
6
63
63
63
63
63
63
4
4
Gable Endwall Rake or Rake Truss w/o Rake Overhang
6
6
6
6
6
6
6
6
6
6
6
BOARD SHEATHING
Sheathing Size
Rafter/Truss Spacing
(inches, o.c.)
1x6 or 1x8 Sheathing
12-19.2
2
2
2
2
2
2
2
2
1x10 or Larger Sheathing
12-19.2
3
3
3
3
3
3
3
3
Minimum Number of 8d Common Nails
or 10d box Nails Per Support
E
-
Nail spacing at panel edges (in.)
F
-
Nail spacing at intermediate supports in the panel field (in.)
1
For roof sheathing within 4 feet of the perimeter edge of the roof, including 4 feet on each side of the roof peak, the 4 foot perimeter edge zone attachment requirements
shall be used.
2
Tabulated 12 inch o.c. nail spacing assumes sheathing attached to rafter/truss framing members with G ≥ 0.49. For framing members with 0.42 ≤ G < 0.49, the nail
spacings shall be reduced to 6 inches o.c.
Tabulated 6 inch o.c. nail spacing assumes sheathing attached to rafter/truss framing members with G ≥ 0.49. For framing members with 0.42 ≤ G < 0.49, the nail
spacings shall be reduced to 4 inches o.c.
Tabulated 4 inch o.c. nail spacing assumes sheathing attached to rafter/truss framing members with G ≥ 0.49. For framing members with 0.42 ≤ G < 0.49, the nail
spacings shall be reduced to 3 inches o.c.
Tabulated nail spacings assume a building located in Exposure B.
3
4
5
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.11
161
Wall Sheathing and Cladding Attachment Requirements for Wind
Loads - Exposure B
Three Second Gust
Wind Speed (mph)
85
90
100
110
120
130
140
150
STRUCTURAL SHEATHING
E
F
E
Stud Spacing
(inches, o.c.)
Sheathing Location1
Perimeter Edge Zone
E
F
E
F
E
F
E
F
E
F
E
F
3
Maximum Nail Spacing for 8d Common Nails or 10d Box Nails (inches, o.c) 4
12
6
12
6
12
6
12
6
12
6
12
6
12
6
12
6
12
16
6
12
6
12
6
12
6
12
6
12
6
6
6
12
6
12
6
12
6
12
6
12
6
6
12
122
6
24
12
122
6
12
122
12
6
12
6
12
6
12
6
12
6
12
6
12
6
12
6
12
16
6
12
6
12
6
12
6
12
6
12
6
12
6
12
6
122
24
6
12
6
12
6
12
6
12
6
122
6
122
6
122
6
122
BOARD SHEATHING or LAP SIDING
Sheathing Size
Rafter/Truss Spacing
(inches, o.c.)
1x6 or 1x8 Sheathing
12-24
2
2
2
2
2
2
2
2
1x10 or Larger Sheathing
12-24
3
3
3
3
3
3
3
3
Minimum Number of 8d Common Nails or 10d Box Nails
Per Support
E
-
Nail spacing at panel edges (in.)
F
-
Nail spacing at intermediate supports in the panel field (in.)
1
For wall sheathing within 4 feet of the corners, the 4 foot perimeter edge zone attachment requirements shall be used.
2
Tabulated 12 inch o.c. nail spacing assumes sheathing attached to stud framing members with G > 0.49. For framing members with 0.42 < G < 0.49, the nail spacings
shall be reduced to 6 inches o.c.
3
For exterior panel siding, galvanized box nails shall be permitted to be substituted for common nails.
4
Tabulated nail spacings assume a building located in Exposure B.
AMERICAN FOREST & PAPER ASSOCIATION
PRESCRIPTIVE DESIGN
Interior Zone
F
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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162
PRESCRIPTIVE DESIGN
Table 3.12A Roof Sheathing Requirements for Wind Loads - Exposure B
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
3/8
STRUCTURAL SHEATHING
(long dimension across 3 or more supports)
Rafter/Truss Spacing
(inches, o.c.)
Minimum Panel Thickness (in.)
12
3/8
3/8
3/8
3/8
3/8
3/8
3/8
16
3/8
3/8
3/8
3/8
3/8
3/8
3/8
3/8
19.2
3/8
3/8
3/8
3/8
3/8
3/8
3/8
7/16
24
3/8
3/8
3/8
3/8
7/16
7/16
15/32
19/32
BOARD SHEATHING
(diagonally across 3 or more supports)
Rafter/Truss Spacing
(inches, o.c.)
Minimum Board Thickness (in.)
12
5/8
5/8
5/8
5/8
5/8
5/8
5/8
5/8
16
5/8
5/8
5/8
5/8
5/8
3/4
3/4
3/4
19.2
5/8
5/8
3/4
3/4
3/4
3/4
-
-
24
3/4
3/4
-
-
-
-
-
-
Table 3.12B Maximum Roof Sheathing Spans for Roof Live and Snow Loads
Dead Load Assumptions: Roof Assembly DL = 10 psf
Roof Live
Load
20 psf
Minimum
Thickness
(in.)
Ground Snow Load
30 psf
50 psf
70 psf
Sheathing Type
Span
Rating or
Grade
Wood Structural Panels
(Sheathing Grades, C-C,
C-D, OSB)
24/0
3/8
24
24
19.2
16
24/16
7/16
24
24
19.2
19.2
32/16
15/32
24
24
24
19.2
40/20
19/32
24
24
24
24
48/24
23/32
24
24
24
24
16 o.c.
19/32
24
24
24
19.2
20 o.c.
19/32
24
24
24
24
24 o.c.
23/32
24
24
24
24
32 o.c.
7/8
24
24
24
24
48 o.c.
1-3/32
24
24
24
24
#4
Common
or Utility
5/8
19.2
16
12
12
#4
Common
or Utility
3/4
24
19.2
19.2
16
Wood Structural Panels
(Single Floor Grades,
Underlayment, C-C
Plugged)
Lumber Board Sheathing
Rafter/Truss Spacing (in.)
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
163
Table 3.13A Wall Sheathing Requirements for Wind Loads - Exposure B
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
3/8
3/8
WOOD STRUCTURAL PANEL
(long dimension across studs)
Stud Spacing
(inches, o.c.)
Minimum Panel Thickness (in.)
12-24
3/8
3/8
3/8
3/8
3/8
3/8
3
Stud Spacing
(inches, o.c.)
Minimum Panel Thickness (in.)
12
3/8
3/8
3/8
3/8
3/8
3/8
3/8
3/8
16
3/8
3/8
3/8
3/8
3/8
7/16
15/32
15/32
24
7/16
7/16
15/32
15/32
19/32
19/32
19/32
23/32
CELLULOSIC FIBERBOARD SHEATHING
(short dimension across studs)
Stud Spacing
(inches, o.c.)
PRESCRIPTIVE DESIGN
WOOD STRUCTURAL PANEL
(short dimension across studs)
Minimum Panel Thickness (in.)
12
1/2
1/2
1/2
1/2
1/2
1/2
1/2
1/2
16
1/2
1/2
1/2
1/2
1/2
25/32
-
-
BOARD SHEATHING
(diagonally across 3 or more supports)
Stud Spacing
(inches, o.c.)
Minimum Board Thickness (in.)
12
5/8
5/8
5/8
5/8
5/8
5/8
5/8
5/8
16
5/8
5/8
5/8
5/8
5/8
5/8
5/8
5/8
24
5/8
5/8
5/8
5/8
5/8
5/8
3/4
3/4
Table 3.13B Wall Cladding Requirements for Wind Loads - Exposure B
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
WOOD STRUCTURAL PANEL AND HARDBOARD PANEL
SIDING
(short dimension across studs)
Stud Spacing
(inches, o.c.)
Minimum Panel Thickness (in.)
12
3/8
3/8
3/8
3/8
3/8
3/8
3/8
3/8
16
3/8
3/8
3/8
3/8
3/8
7/16
15/32
15/32
24
7/16
7/16
15/32
15/32
19/32
19/32
19/32
23/32
BOARD AND HARDBOARD LAP SIDING
(diagonal across 3 or more supports)
Stud Spacing
(inches, o.c.)
12-16
Minimum Board Thickness (in.)
7/16
7/16
7/16
7/16
7/16
AMERICAN FOREST & PAPER ASSOCIATION
7/16
7/16
7/16
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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1/13/02, 12:20 PM
101256503
164
Table 3.14
PRESCRIPTIVE DESIGN
Maximum Floor Sheathing Spans for Live Loads
Sheathing Type
Wood Structural Panels
(Sheathing Grade, C-C, C-D, OSB)
Wood Structural Panels
(Single Floor Grades,
Underlayment, C-C Plugged)
Lumber Board Subflooring1
1
Span Rating or Grade
Minimum Thickness
(in.)
Maximum Floor
Joist Spacing
(in.)
24/16
7/16
16
32/16
15/32
16
40/20
19/32
20
48/24
23/32
24
16 o.c.
19/32
16
20 o.c.
19/32
20
24 o.c.
23/32
24
32 o.c.
7/8
24
48 o.c.
1-3/32
24
#4 Common or Utility
5/8
16
#4 Common or Utility
3/4
24
Lumber Board Subflooring shall be limited to use with live loads of 40 psf or less.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b2.PMD
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 3.15
165
Minimum Attic Floor/Ceiling Length When Bracing Gable Endwall
for Wind Loads - Exposure B
Three Second Gust
Wind Speed (mph)
Assemblies
Roof Pitch
Structural Sheathing
Attic Floor or Ceiling Diaphragm Bracing
Gable Endwall
(Wind Parallel to Ridge)
1:12-3:12
4:12
6:12
7:12
8:12
IND
W
9:12
10:12
11:12
12:12
Gypsum
Ceiling Diaphragm
Bracing Gable Endwall
1:12-3:12
5
(Wind Parallel to Ridge)
Tributary Area of
Ceiling Diaphragm
4:12
5:12
6:12
7:12
8:12
IND
W
9:12
10:12
11:12
12:12
90
140
150
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
13
4
8
14
4
9
14
4
9
15
4
9
16
4
10
17
5
10
18
5
10
18
Length of Ceiling Diaphragm (ft.)1,2,3,4
(measured perpendicular to gable endwall)
4
4
4
4
4
4
8
8
8
8
8
8
12
12
12
12
12
12
4
4
4
4
4
4
8
8
8
8
8
8
12
12
12
12
12
12
4
4
4
4
4
4
8
8
8
8
8
8
12
12
12
12
12
12
4
4
4
4
4
4
8
8
8
8
8
8
12
12
12
12
12
12
4
4
4
4
4
4
8
8
8
8
8
8
12
12
12
12
12
13
4
4
4
4
4
4
8
8
8
8
8
8
12
12
12
12
12
13
4
4
4
4
4
4
8
8
8
8
8
8
12
12
12
12
12
14
4
4
4
4
4
4
8
8
8
8
8
9
12
12
12
12
13
15
4
4
4
4
4
4
8
8
8
8
8
9
12
12
12
12
13
16
4
4
4
4
4
4
8
8
8
8
8
9
12
12
12
12
14
16
4
5
6
7
8
9
8
10
12
14
16
19
13
15
19
22
26
30
4
5
6
7
8
10
8
10
12
15
17
20
14
17
20
24
28
32
4
5
6
7
9
10
9
11
13
15
18
21
14
18
21
25
30
34
5
5
7
8
9
10
9
11
14
16
19
22
15
19
23
27
31
36
5
6
7
8
9
10
10
12
14
17
20
23
16
20
24
28
33
38
5
6
7
8
9
11
10
12
15
18
20
24
17
21
25
30
35
41
5
6
7
8
10
11
10
13
15
18
21
25
18
22
27
32
37
43
5
6
7
8
10
11
11
13
16
19
22
26
19
23
28
33
39
45
5
6
7
9
10
11
11
14
17
20
23
27
20
24
29
35
41
47
5
6
7
9
10
12
12
14
17
20
24
28
21
25
31
36
42
49
4
8
12
4
8
12
4
8
13
4
8
14
4
9
15
4
9
15
4
9
16
4
10
17
5
10
18
5
11
19
11
22
34
11
23
37
11
24
39
12
25
42
12
26
44
12
27
47
13
28
49
13
29
51
13
30
54
13
32
56
Roof Span (ft.)
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
100
110
120
130
3
PRESCRIPTIVE DESIGN
5:12
Tributary Area of
Ceiling Diaphragm
85
See footnotes 1-5.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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166
PRESCRIPTIVE DESIGN
Footnotes to Table 3.15
1
2
3
4
5
Tabulated attic floor or ceiling length requirements assume sheathing continuous from gable-end to gable-end. For an attic floor or ceiling
bracing only one gable-end, the tabulated length requirement shall be permitted to be multiplied by 0.84. In no case shall the length
requirement be less than one-third of the distance between bracing walls for gypsum ceilings or one-third of the distance for attic floors or
ceilings sheathed with structural sheathing.
Tabulated length requirements assume a building located in Exposure B.
Tabulated length requirements are based on 8 foot wall heights. For other wall heights, H, the tabulated length requirements shall be
multiplied by H/8.
Attic floor or ceiling diaphragms are not required for hip roof systems.
Tabulated gypsum ceiling requirements shall be permitted to be multiplied by 0.78 when ceiling framing is spaced at 16 inches o.c. or less.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
167
TABLE 3.16A
Table 3.16A
of Allowable
Sidewall
Lengths
Wind
Loads
- Exposure
RANGERange
OF ALLOWABLE
SIDEWALL
LENGTHS
FORfor
WIND
LOADS
- EXPOSURE
B BOne Story Slab-on-Grade
ONE STORY SLAB-ON-GRADE
(Roof Diaphragm Limitations)
(Roof Diaphragm Limitations)
Three Second Gust Wind Speed
(mph)
Foundation
Supporting:
90
100
Building
Endwall
110
120
140
130
150
Allowable Building Sidewall Lengths (ft.)2,3
Width1,3 (ft.) min
12
10
max
min
max
min
max
min
max
min
max
min
max
min
max
min
max
36
10
36
10
36
10
36
10
36
10
36
10
31
10
27
16
10
48
10
48
10
48
10
48
10
48
10
48
10
41
10
36
20
10
60
10
60
10
60
10
60
10
60
10
60
10
52
10
45
24
10
72
10
72
10
72
10
72
10
72
10
72
10
62
12
54
28
10
80
10
80
10
80
10
80
10
80
11
80
12
73
14
63
32
11
80
11
80
11
80
11
80
11
80
12
80
14
80
16
72
36
12
80
12
80
12
80
12
80
12
80
14
80
16
80
18
80
40
13
80
13
80
13
80
13
80
13
80
15
80
17
80
20
80
50
17
80
17
80
17
80
17
80
17
80
19
80
22
80
25
80
60
20
80
20
80
20
80
20
80
20
80
23
80
26
80
30
80
70
23
80
23
80
23
80
23
80
23
80
26
80
31
80
35
80
3
PRESCRIPTIVE DESIGN
1 Story
Slab-on-Grade
1
85
80
27
80
27
80
27
80
27
80
27
80
30
80
35
80
40
80
Total roof span shall not exceed 36 feet based on 3.1.3.4a. Endwall widths up to 80 feet are shown for use with the inscribed building
provisions of 3.1.3.3c.
2
Tabulated length requirements assume a building located in Exposure B.
3
Minimum building dimensions shall not be less than the building mean roof height.
En
dw
e
S id
wa
ll
a ll
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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168
PRESCRIPTIVE DESIGN
Table 3.16B Range of Allowable Sidewall Lengths for Wind Loads - Exposure B All Other Cases
(Floor Diaphragm Limitations)
Three Second Gust Wind Speed
(mph)
Foundation
Supporting:
85
90
100
Building
Endwall
120
140
130
150
Allowable Building Sidewall Lengths (ft.)2,3
Width1,3 (ft.) min
1-3 Stories
110
max
min
max
min
max
min
max
min
max
min
max
min
max
min
max
12
10
36
10
36
10
36
10
36
10
32
10
27
10
23
10
20
16
10
48
10
48
10
48
10
48
10
42
10
36
10
31
10
27
20
10
60
10
60
10
60
10
60
10
53
10
45
10
39
11
34
24
10
72
10
72
10
72
10
72
10
63
10
54
11
46
13
40
28
10
80
10
80
10
80
10
80
10
74
11
63
13
54
15
47
32
11
80
11
80
11
80
11
80
11
80
13
72
15
62
17
54
36
12
80
12
80
12
80
12
80
12
80
15
80
17
69
19
61
40
13
80
13
80
13
80
13
80
14
80
16
80
19
77
21
67
50
17
80
17
80
17
80
17
80
17
80
20
80
23
80
27
80
60
20
80
20
80
20
80
20
80
21
80
24
80
28
80
32
80
70
23
80
23
80
23
80
23
80
24
80
28
80
33
80
38
80
1
80
27
80
27
80
27
80
27
80
27
80
32
80
37
80
43
Total roof span shall not exceed 36 feet based on 3.1.3.4a. Endwall widths up to 80 feet are shown for use with the inscribed building
provisions of 3.1.3.3c.
2
Tabulated length requirements assume a building located in Exposure B.
3
Minimum building dimensions shall not be less than the building mean roof height.
En
dw
all
80
all
ew
d
i
S
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
169
TABLE 3.17A
Table 3.17A Segmented Shearwall Endwall Sheathing Requirements for Wind SEGMENTED SHEARWALL
Exposure B
ENDWALL SHEATHING REQUIREMENTS FOR WIND - EXPOSURE B
(Wind Perpendicular to Ridge)
(Wind Perpendicular to Ridge)
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
Minimum Length of Full Height Sheathing
Building Sidewall
Length, L (ft.)
Roof & Ceiling
12
1.1
1.3
1.6
1.9
2.2
2.6
3.1
3.5
16
1.5
1.7
2.1
2.5
3.0
3.5
4.1
4.7
20
1.9
2.1
2.6
3.1
3.7
4.4
5.1
5.8
24
2.3
2.5
3.1
3.8
4.5
5.3
6.1
7.0
28
2.6
2.9
3.6
4.4
5.2
6.2
7.1
8.2
32
3.0
3.4
4.2
5.0
6.0
7.0
8.2
9.4
36
3.4
3.8
4.7
5.7
6.7
7.9
9.2
10.5
40
3.8
4.2
5.2
6.3
7.5
8.8
10.2
11.7
50
4.7
5.3
6.5
7.9
9.4
11.0
12.7
14.6
60
5.6
6.3
7.8
9.4
11.2
13.2
15.3
17.5
70
6.6
7.4
9.1
11.0
13.1
15.4
17.8
20.5
80
7.5
8.4
10.4
12.6
15.0
17.6
20.4
23.4
20
4.4
4.9
6.1
7.4
8.8
10.3
11.9
13.7
24
5.3
5.9
7.3
8.8
10.5
12.4
14.3
16.5
28
6.2
6.9
8.5
10.3
12.3
14.4
16.7
19.2
32
7.0
7.9
9.8
11.8
14.0
16.5
19.1
21.9
36
7.9
8.9
11.0
13.3
15.8
18.5
21.5
24.7
40
8.8
9.9
12.2
14.7
17.5
20.6
23.9
27.4
50
11.0
12.3
15.2
18.4
21.9
25.7
29.9
34.3
60
13.2
14.8
18.3
22.1
26.3
30.9
35.8
41.1
70
15.4
17.3
21.3
25.8
30.7
36.0
41.8
48.0
80
17.6
19.7
24.4
29.5
35.1
41.2
47.8
54.8
28
9.7
10.9
13.4
16.2
19.3
22.7
26.3
30.2
32
11.1
12.4
15.3
18.6
22.1
25.9
30.1
34.5
36
12.5
14.0
17.3
20.9
24.8
29.2
33.8
38.8
40
13.9
15.5
19.2
23.2
27.6
32.4
37.6
43.1
50
17.3
19.4
24.0
29.0
34.5
40.5
47.0
53.9
60
20.8
23.3
28.8
34.8
41.4
48.6
56.4
64.7
70
24.2
27.2
33.6
40.6
48.3
56.7
65.8
75.5
80
27.7
31.1
38.3
46.4
55.2
64.8
75.2
86.3
W
L
Roof, Ceiling, & 1 Floor
W
L
Roof, Ceiling, & 2 Floors
W
1
2
3
4
5
L
on Building Endwall, W (ft.)1,2,3,4,5
3
PRESCRIPTIVE DESIGN
Shear Wall Line Beneath
Tabulated length requirements assume a building located in Exposure B.
Tabulated sheathing lengths are based on 8 foot wall heights. For other wall heights, H, the tabulated sheathing lengths shall be
multiplied by H/8.
Tabulated sheathing lengths assume walls are sheathed as specified in Section 3.4.4.2. For other sheathing materials the tabulated
lengths shall be multiplied by the appropriate sheathing type adjustment factor in Table 3.17D.
Minimum length of full height sheathing shall not be less than the minimum required to satisfy the maximum shearwall segment
aspect ratio limitation in Table 3.17D.
Total roof span shall not exceed 36 feet based on 3.1.3.4a. Endwall widths up to 80 feet are shown for use with the inscribed
building provisions of 3.1.3.3c.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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170
PRESCRIPTIVE DESIGN
TABLE 3.17B
Table 3.17B Segmented Shearwall Sidewall Sheathing Requirements for Wind SEGMENTED SHEARWALL
Exposure B
SIDEWALL SHEATHING REQUIREMENTS FOR WIND - EXPOSURE B
(Wind Parallel to Ridge)
(Wind Parallel to Ridge)
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
Minimum Length of Full Height Sheathing
Shear Wall Line Beneath
Building Endwall
Length, W (ft.)
Roof & Ceiling
12
1.0
1.1
1.3
1.6
1.9
2.2
2.6
3.0
16
1.3
1.4
1.8
2.1
2.6
3.0
3.5
4.0
20
1.6
1.8
2.2
2.7
3.2
3.7
4.3
5.0
24
1.9
2.2
2.7
3.2
3.8
4.5
5.2
6.0
28
2.2
2.5
3.1
3.8
4.5
5.2
6.1
7.0
32
2.6
2.9
3.5
4.3
5.1
6.0
6.9
8.0
36
2.9
3.2
4.0
4.8
5.7
6.7
7.8
9.0
40
3.2
3.6
4.4
5.4
6.4
7.5
8.7
10.0
50
4.0
4.5
5.5
6.7
8.0
9.4
10.9
12.5
60
4.8
5.4
6.6
8.0
9.6
11.2
13.0
14.9
70
5.6
6.3
7.8
9.4
11.2
13.1
15.2
17.4
80
6.4
7.2
8.9
10.7
12.8
15.0
17.4
19.9
20
3.3
3.7
4.6
5.6
6.6
7.8
9.0
10.3
24
4.0
4.5
5.5
6.7
7.9
9.3
10.8
12.4
28
4.6
5.2
6.4
7.8
9.2
10.9
12.6
14.5
32
5.3
5.9
7.3
8.9
10.6
12.4
14.4
16.5
36
6.0
6.7
8.3
10.0
11.9
14.0
16.2
18.6
40
6.6
7.4
9.2
11.1
13.2
15.5
18.0
20.6
50
8.3
9.3
11.5
13.9
16.5
19.4
22.5
25.8
60
10.0
11.1
13.8
16.7
19.8
23.3
27.0
31.0
70
11.6
13.0
16.1
19.4
23.1
27.1
31.5
36.1
80
13.3
14.9
18.4
22.2
26.4
31.0
36.0
41.3
28
7.0
7.9
9.7
11.8
14.0
16.5
19.1
21.9
32
8.1
9.0
11.1
13.5
16.0
18.8
21.8
25.1
36
9.1
10.1
12.5
15.2
18.0
21.2
24.6
28.2
40
10.1
11.3
13.9
16.8
20.0
23.5
27.3
31.3
50
12.6
14.1
17.4
21.1
25.1
29.4
34.1
39.2
60
15.1
16.9
20.9
25.3
30.1
35.3
40.9
47.0
70
17.6
19.7
24.4
29.5
35.1
41.2
47.8
54.8
80
20.1
22.6
27.8
33.7
40.1
47.1
54.6
62.6
W
L
Roof, Ceiling, & 1 Floor
W
L
Roof, Ceiling, & 2 Floors
W
1
2
3
4
5
L
on Building Sidewall, L (ft.)1,2,3,4,5
Tabulated length requirements assume a building located in Exposure B.
Tabulated sheathing lengths are based on 8 foot wall heights. For other wall heights, H, the tabulated sheathing lengths shall be
multiplied by H/8.
Tabulated sheathing lengths assume walls are sheathed as specified in Section 3.4.4.2. For other sheathing materials the tabulated
lengths shall be multiplied by the appropriate sheathing type adjustment factor in Table 3.17D.
Minimum length of full height sheathing shall not be less than the minimum required to satisfy the maximum shearwall segment
aspect ratio limitation in Table 3.17D.
Total roof span shall not exceed 36 feet based on 3.1.3.4a. Endwall widths up to 80 feet are shown for use with the inscribed
building provisions of 3.1.3.3c.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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171
Table 3.17C Segmented Shearwall Sheathing
TABLE 3.17CRequirements (Assuming Square
Building
with Seismic
MotionSHEATHING
Parallel or
Perpendicular to Ridge)
SEGMENTED
SHEARWALL
REQUIREMENTS
(Assuming
Square
(Ground Snow
LoadBuilding
≤ 30 psf) with Seismic Motion Parallel or Perpendicular To Ridge)
(GSL < 30 psf)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf, Floor Assembly DL = 15 psf, Wall Assembly DL = 15 psf
The minimum sheathing length required in each wall (LMIN & LMAX) is given
3
by the equation below:1,2,3,4,5,6
Seismic Zone
A
Short Period Response Acceleration (SDS)
One Second Period Design Spectral Acceleration (SD1)
Shearwall Line Beneath
L MIN
L MAX
Roof & Ceiling
L MIN
L MAX
Roof, Ceiling, & 1 Floor
L M IN
L M AX
Roof, Ceiling, & 2 Floors
Maximum Spacing of Exterior
Shearwall Lines (LMAX)
12
16
20
24
28
32
36
40
50
60
70
80
B
Seismic Design Category
D1
C
D2
<0.17
<0.33
<0.5
<0.83
<1.17
<0.13
<0.20
<0.48
<0.75
<0.07
Percent Full Height Sheathing Required for Square Buildings (C1)
(When LMAX = LMIN)
(When LMAX > LMIN)
3
6
10
16
23
4
7
11
18
25
4
8
12
19
27
4
8
13
21
30
5
9
14
23
32
5
10
15
24
34
5
10
16
26
37
6
11
17
28
39
6
12
19
31
44
7
14
21
35
49
8
15
23
39
54
9
17
25
42
60
Additional Percent Full Height Sheathing Required for Rectangular
Buildings (C2)
Maximum Spacing of Exterior
Shearwall Lines (LMAX)
2
3
4
7
10
Percent Full Height Sheathing Required for Square Buildings (C1)
(When LMAX = LMIN)
20
24
28
32
36
40
50
60
70
80
(When LMAX > LMIN)
8
17
25
42
59
9
18
27
45
63
10
19
29
48
68
10
20
31
51
72
11
22
33
54
76
12
23
34
57
81
13
26
39
65
91
15
29
43
72
101
16
32
48
79
112
18
35
52
87
122
Additional Percent Full Height Sheathing Required for Rectangular
Buildings (C2)
Maximum Spacing of Exterior
Shearwall Lines (LMAX)
3
6
9
15
21
Percent Full Height Sheathing Required for Square Buildings (C1)
(When LMAX = LMIN)
28
32
36
40
50
60
70
80
(When LMAX > LMIN)
PRESCRIPTIVE DESIGN

L
 
Sheathing Re quired ( ft.) = C1 +  MAX − 1C2  LMIN / 100
 LMIN
 

15
29
44
73
103
16
31
47
78
110
17
33
50
82
116
18
35
52
87
122
20
39
59
98
138
22
43
66
109
154
24
48
72
120
169
27
52
79
131
185
Additional Percent Full Height Sheathing Required for Rectangular
Buildings (C2)
5
9
13
22
31
See footnotes 1-6.
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PRESCRIPTIVE DESIGN
Footnotes to Table 3.17C
1
The tabulated value for C1 assumes a square building. When determining shear forces perpendicular to the longest building
dimension (LMAX) an additional force component is added to account for the increase in mass tributary to a given shearwall.
2
Where interior shearwalls are used to resist seismic loads, the full height sheathing requirements shall be determined using
the spacing of exterior shearwall lines as the distance from the exterior shearwall line to the interior shearwall line, and the
spacing of interior shearwall lines as the sum of the distances to shearwall lines on each side.
3
Tabulated percent of full-height sheathing is based on roof assembly and floor assembly dead loads of 15 psf. For higher
roof and floor assembly dead loads, or additional loads from snow, tabulated percent of full-height sheathing shall be
multiplied by the adjustment factors obtained from the following equations:
R1 =
4
wR + 3 . 4
18 .4
R2 =
wR + 0.91wF 1 + 10.2
38 .8
R3 =
wR + 0.91wF 1 + 0.91wF 2 + 17
59 .2
Tabulated percent of full-height sheathing is based on exterior walls with stucco siding (wall assembly dead load of 15 psf).
For lower wall assembly dead loads, tabulated percent of full-height sheathing shall be permitted to be multiplied by the
adjustment factor obtained from the following equation:
Rw =
ww + 70 .65
85 .65
5
Tabulated percent of full-height sheathing assumes walls are sheathed as specified in Section 3.4.4.2. For other sheathing
materials the tabulated percent of full-height sheathing shall be multiplied by the appropriate sheathing type adjustment
factor in Table 3.17D.
6
For one story structures, the length of sheathing required shall be permitted to be multiplied by 0.83.
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Table 3.17D Shearwall Assembly Shear Capacities, Maximum Shearwall
Segment Aspect Ratios, and Sheathing Type Adjustments
Linear Shear Capacity
of Wall Assembly (plf)
Exterior Wall Sheathing
Nails and Spacing
Requirements
Interior Wall Sheathing
Wind
Seismic
Maximum
Shearwall Segment
Aspect Ratio
Wind
Seismic
Sheathing Type
Adjustment Factor
Wind
Seismic
3
No Sheathing or Non-Rated Sheathing
5d cooler nails 7" edge spacing
100
1002
2:1
2:1
4.36
7.20
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
125
1252
2:1
2:1
3.49
5.76
8d common nails 2 per support
300
300
2:1
2:1
1.45
2.40
125
1251
1½:1
1½:1
3.49
5.76
Diagonal Lumber Sheathing
1/2" Cellulosic Fiberboard Sheathing - Regular or Structural
(Blocked)
6d roofing nails 3" edge spacing
No Sheathing or Non-Rated Sheathing
½" Gypsum Wallboard (Unblocked)
5d cooler nails 7" edge spacing
225
2001
2:1
1½:1
1.94
3.60
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
250
2501
2:1
1½:1
1.74
2.88
8d common nails 2 per support
425
300
2:1
2:1
1.03
2.40
175
1751
1½:1
1½:1
2.49
4.11
Diagonal Lumber Sheathing
25/32" Cellulosic Fiberboard Sheathing - Structural (Blocked)
6d roofing nails 3" edge spacing
No Sheathing or Non-Rated Sheathing
½" Gypsum Wallboard (Unblocked)
5d cooler nails 7" edge spacing
275
2001
2:1
1½:1
1.59
3.60
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
300
2501
2:1
1½:1
1.45
2.88
8d common nails 2 per support
475
300
2:1
2:1
0.92
2.40
300
300
2:1
2:1
1.45
2.40
Diagonal Lumber Sheathing
Diagonal Lumber Sheathing
PRESCRIPTIVE DESIGN
½" Gypsum Wallboard (Unblocked)
8d common nails 2 per support
No Sheathing or Non-Rated Sheathing
½" Gypsum Wallboard (Unblocked)
5d cooler nails 7" edge spacing
400
300
2:1
2:1
1.09
2.40
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
425
300
2:1
2:1
1.03
2.40
8d common nails 2 per support
600
600
2:1
2:1
0.73
1.20
336
240
3½:1
3½:13
1.30
1.00
Diagonal Lumber Sheathing
7/16" or Thicker Wood Structural Panels (Blocked)
8d common nails 6" Edge spacing
No Sheathing or Non-Rated Sheathing
½" Gypsum Wallboard (Unblocked)
5d cooler nails 7" edge spacing
436
240
3½:1
3½:13
1.00
1.00
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
461
240
3½:1
3½:13
0.95
1.00
Diagonal Lumber Sheathing
8d common nails 2 per support
636
240
3½:1
3½:13
0.69
1.00
7/16" or Thicker Wood Structural Panels (Blocked)
8d common nails 6" Edge spacing
672
480
3½:1
3½:13
0.65
0.50
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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PRESCRIPTIVE DESIGN
Table 3.17D Shearwall Assembly Shear Capacities, Maximum Shearwall
Segment Aspect Ratios, and Sheathing Type Adjustments (Cont.)
Linear Shear Capacity
of Wall Assembly (plf)
Exterior Wall Sheathing
Nails and Spacing
Requirements
Interior Wall Sheathing
15/32" or Thicker Wood Structural Panels (Blocked)
Seismic
Wind
Seismic
Wind
Seismic
400
285
3½:1
3½:13
1.09
0.84
5d cooler nails 7" edge spacing
500
285
3½:1
3½:13
0.87
0.84
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
525
285
3½:1
3½:13
0.83
0.84
Diagonal Lumber Sheathing
8d common nails 2 per support
700
300
3½:1
3½:13
0.62
0.80
15/32" or Thicker Wood Structural Panels (Blocked)
10d common nails 6" Edge spacing
800
570
3½:1
3½:13
0.55
0.42
490
350
3½:1
3½:13
0.89
0.69
8d common nails 4" Edge spacing
No Sheathing or Non-Rated Sheathing
½" Gypsum Wallboard (Unblocked)
5d cooler nails 7" edge spacing
590
350
3½:1
3½:13
0.74
0.69
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
615
350
3½:1
3½:13
0.71
0.69
Diagonal Lumber Sheathing
8d common nails 2 per support
790
350
3½:1
3½:13
0.55
0.69
7/16" or Thicker Wood Structural Panels (Blocked)
8d common nails 4" Edge spacing
980
700
3½:1
3½:13
0.44
0.34
595
425
3½:1
3½:13
0.73
0.56
15/32" or Thicker Wood Structural Panels (Blocked)
10d common nails 4" Edge spacing
No Sheathing or Non-Rated Sheathing
½" Gypsum Wallboard (Unblocked)
5d cooler nails 7" edge spacing
695
425
3½:1
3½:13
0.63
0.56
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
720
425
3½:1
3½:13
0.61
0.56
Diagonal Lumber Sheathing
8d common nails 2 per support
895
425
3½:1
3½:13
0.49
0.56
15/32" or Thicker Wood Structural Panels (Blocked)
10d common nails 4" Edge spacing
1190
850
3½:1
3½:13
0.37
0.28
630
450
3½:1
3½:13
0.69
0.53
7/16" or Thicker Wood Structural Panels (Blocked)
8d common nails 3" Edge spacing
No Sheathing or Non-Rated Sheathing
3
Wind
½" Gypsum Wallboard (Unblocked)
7/16" or Thicker Wood Structural Panels (Blocked)
2
Sheathing Type
Adjustment Factor
10d common nails 6" Edge spacing
No Sheathing or Non-Rated Sheathing
1
Maximum
Shearwall Segment
Aspect Ratio
½" Gypsum Wallboard (Unblocked)
5d cooler nails 7" edge spacing
730
450
3½:1
3½:13
0.60
0.53
½" Gypsum Wallboard (Unblocked)
5d cooler nails 4" edge spacing
755
450
3½:1
3½:13
0.58
0.53
Diagonal Lumber Sheathing
8d common nails 2 per support
930
450
3½:1
3½:13
0.47
0.53
7/16" or Thicker Wood Structural Panels (Blocked)
8d common nails 3" Edge spacing
1260
900
3½:1
3½:13
0.35
0.27
Shear capacities shown are for short term loading due to wind or seismic loading in Seismic Design Categories A, B, or C. Values shall not be permitted in
Seismic Design Category D1 or D2.
Shear capacity is based on maximum framing spacing of 16 inches o.c., for framing spaced at 24 inches o.c. values for 7 inch and 4 inch nail spacing shall be
reduce to 75 plf and 110 plf, respectively.
For seismic loading in Design Categories D1 and D2 maximum shearwall segment aspect ratio is 2:1.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 3.17E Perforated Shearwall Full Height Sheathing Adjustments
Maximum Unrestrained Opening Height (ft. - in.)
Window Height
Door Height
8' Wall
9' Wall
10' Wall
1
2
H/2
4-0
4-6
5-0
2H/3
5-4
6-0
6-8
5H/6
6-8
7-6
8-4
H
8-0
9-0
10 - 0
3
Perforated Shearwall Length Increase Factor1,2
10%
1.00
1.43
1.82
2.17
2.50
20%
1.00
1.36
1.67
1.92
2.14
30%
1.00
1.30
1.54
1.72
1.88
40%
1.00
1.25
1.43
1.56
1.67
50%
1.00
1.20
1.33
1.43
1.50
60%
1.00
1.15
1.25
1.32
1.36
70%
1.00
1.11
1.18
1.22
1.25
80%
1.00
1.07
1.11
1.14
1.15
90%
1.00
1.03
1.05
1.06
1.07
100%
1.00
1.00
1.00
1.00
1.00
Full-height sheathing requirements in Tables 3.17A, 3.17B, or 3.17C shall be multiplied by
the tabulated Perforated Shearwall length increase factors to determine the required
sheathing lengths for Perforated Shearwalls.
Interpolation of tabulated values is permitted.
AMERICAN FOREST & PAPER ASSOCIATION
PRESCRIPTIVE DESIGN
Percent Full-Height
Sheathing on Segmented
Shearwall
H/3
2-8
3-0
3-4
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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PRESCRIPTIVE DESIGN
Table 3.17F Segmented and Perforated Shearwall Holddown Capacity
Requirements
Required Holddown Connection Capacity (lbs.)1,2
Wall Height (ft.)
1
2
Wind
Seismic
8
3488
1920
9
3924
2160
10
4360
2400
12
5232
2880
14
6104
3360
16
6976
3840
18
7848
4320
20
8720
4800
Required holddown capacities assume walls are sheathed in accordance with Section
3.4.4.2. For other wall sheathing types the tabulated holddown capacity shall be divided
by the appropriate sheathing type adjustment factor in Table 3.17D.
Holddown capacities are tabulated per story. Required holddown capacities shall be
summed from the story above to the story below.
Endwall
Corner stud
connected to
transfer shear
Holddown
2-16d Common
nails at 6" o.c.
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Table 3.18A Floor Joist Spans for Common Lumber Species
(Residential Sleeping Areas, Live Load = 30 psf, L/∆ = 360)
2x6
Joist Spacing
16 in.
19.2 in.
24 in.
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x12
2x6
Maximum Floor Joist Spans
Dead Load = 20 psf
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
12 - 6
12 - 0
11 - 10
9 - 11
11 - 10
11 - 7
11 - 0
9-8
12 - 3
12 - 0
11 - 10
10 - 5
11 - 7
11 - 3
11 - 3
9-8
11 - 4
10 - 11
10 - 9
8-7
10 - 9
10 - 6
10 - 0
8-5
11 - 2
10 - 11
10 - 9
9-0
10 - 6
10 - 3
10 - 3
8-5
10 - 8
10 - 4
10 - 1
7 - 10
10 - 1
9 - 10
9-5
7-8
10 - 6
10 - 4
10 - 1
8-3
9 - 10
9-8
9-8
7-8
9 - 11
9-7
9-3
7-0
9-4
9-2
8-9
6 - 10
9-9
9-7
9-4
7-4
9-2
9-0
9-0
6 - 10
16 - 6
15 - 10
15 - 7
12 - 7
15 - 7
15 - 3
14 - 6
12 - 4
16 - 2
15 - 10
15 - 7
13 - 3
15 - 3
14 - 11
14 - 11
12 - 4
15 - 0
14 - 5
14 - 2
10 - 11
14 - 2
13 - 10
13 - 2
10 - 8
14 - 8
14 - 5
14 - 2
11 - 6
13 - 10
13 - 6
13 - 6
10 - 8
14 - 1
13 - 7
13 - 0
10 - 0
13 - 4
13 - 0
12 - 5
9-9
13 - 10
13 - 7
13 - 4
10 - 6
13 - 0
12 - 9
12 - 9
9-9
13 - 1
12 - 4
11 - 8
8 - 11
12 - 4
12 - 1
11 - 4
8-8
12 - 10
12 - 7
12 - 4
9-5
12 - 1
11 - 6
11 - 6
8-8
21 - 0
20 - 3
19 - 10
15 - 5
19 - 10
19 - 5
18 - 6
15 - 0
20 - 8
20 - 3
19 - 10
15 - 8
19 - 5
19 - 0
19 - 0
15 - 0
19 - 1
18 - 5
17 - 5
13 - 4
18 - 0
17 - 8
16 - 10
13 - 0
18 - 9
18 - 5
18 - 0
13 - 7
17 - 8
17 - 2
17 - 2
13 - 0
18 - 0
16 - 9
15 - 11
12 - 2
17 - 0
16 - 7
15 - 6
11 - 10
17 - 8
17 - 4
16 - 5
12 - 5
16 - 7
15 - 8
15 - 8
11 - 10
16 - 8
15 - 0
14 - 3
10 - 11
15 - 9
14 - 10
13 - 10
10 - 7
16 - 5
16 - 1
14 - 8
11 - 1
15 - 5
14 - 1
14 - 1
10 - 7
25 - 7
24 - 8
23 - 4
17 - 10
24 - 2
23 - 7
22 - 6
17 - 5
25 - 1
24 - 8
24 - 2
18 - 8
23 - 7
23 - 0
23 - 0
17 - 5
23 - 3
21 - 4
20 - 3
15 - 5
21 - 11
21 - 1
19 - 8
15 - 1
22 - 10
22 - 5
21 - 1
16 - 2
21 - 6
19 - 11
19 - 11
15 - 1
21 - 10
19 - 6
18 - 6
14 - 1
20 - 8
19 - 3
17 - 11
13 - 9
21 - 6
21 - 1
19 - 3
14 - 9
20 - 2
18 - 3
18 - 3
13 - 9
20 - 3
17 - 5
16 - 6
12 - 7
19 - 2
17 - 2
16 - 1
12 - 4
19 - 11
19 - 6
17 - 2
13 - 2
18 - 9
16 - 3
16 - 3
12 - 4
12 - 6
12 - 0
11 - 8
8 - 11
11 - 10
11 - 7
11 - 0
8-8
12 - 3
12 - 0
11 - 10
9-4
11 - 7
11 - 3
11 - 3
8-8
11 - 4
10 - 8
10 - 1
7-8
10 - 9
10 - 6
9 - 10
7-6
11 - 2
10 - 11
10 - 5
8-1
10 - 6
9 - 11
9 - 11
7-6
10 - 8
9-8
9-3
7-0
10 - 1
9-7
8 - 11
6 - 10
10 - 6
10 - 4
9-6
7-4
9 - 10
9-1
9-1
6 - 10
9 - 11
8-8
8-3
6-3
9-4
8-7
8-0
6-2
9-9
9-7
8-6
6-7
9-2
8-1
8-1
6-2
16 - 6
15 - 7
14 - 9
11 - 3
15 - 7
15 - 3
14 - 4
11 - 0
16 - 2
15 - 10
15 - 7
11 - 11
15 - 3
14 - 7
14 - 7
11 - 0
15 - 0
13 - 6
12 - 9
9-9
14 - 2
13 - 4
12 - 5
9-6
14 - 8
14 - 5
13 - 6
10 - 3
13 - 10
12 - 7
12 - 7
9-6
14 - 1
12 - 4
11 - 8
8 - 11
13 - 4
12 - 2
11 - 4
8-8
13 - 10
13 - 7
12 - 4
9-5
13 - 0
11 - 6
11 - 6
8-8
13 - 1
11 - 0
10 - 5
8-0
12 - 4
10 - 10
10 - 2
7-9
12 - 10
12 - 4
11 - 0
8-5
12 - 1
10 - 3
10 - 3
7-9
21 - 0
19 - 0
18 - 0
13 - 9
19 - 10
18 - 9
17 - 6
13 - 5
20 - 8
20 - 3
18 - 7
14 - 0
19 - 5
17 - 9
17 - 9
13 - 5
19 - 1
16 - 5
15 - 7
11 - 11
18 - 0
16 - 3
15 - 2
11 - 8
18 - 9
17 - 11
16 - 1
12 - 2
17 - 8
15 - 5
15 - 5
11 - 8
18 - 0
15 - 0
14 - 3
10 - 11
17 - 0
14 - 10
13 - 10
10 - 7
17 - 8
16 - 4
14 - 8
11 - 1
16 - 7
14 - 1
14 - 1
10 - 7
16 - 5
13 - 5
12 - 9
9-9
15 - 9
13 - 3
12 - 5
9-6
16 - 5
14 - 7
13 - 1
9 - 11
15 - 0
12 - 7
12 - 7
9-6
25 - 7
22 - 0
20 - 11
16 - 0
24 - 2
21 - 9
20 - 4
15 - 7
25 - 1
24 - 8
21 - 9
16 - 8
23 - 7
20 - 7
20 - 7
15 - 7
23 - 3
19 - 1
18 - 1
13 - 10
21 - 11
18 - 10
17 - 7
13 - 6
22 - 10
21 - 4
18 - 10
14 - 6
21 - 4
17 - 10
17 - 10
13 - 6
21 - 4
17 - 5
16 - 6
12 - 7
20 - 7
17 - 2
16 - 1
12 - 4
21 - 6
19 - 6
17 - 2
13 - 2
19 - 6
16 - 3
16 - 3
12 - 4
19 - 1
15 - 7
14 - 9
11 - 3
18 - 5
15 - 5
14 - 4
11 - 0
19 - 11
17 - 5
15 - 5
11 - 10
17 - 5
14 - 7
14 - 7
11 - 0
3
PRESCRIPTIVE DESIGN
12 in.
Specie and Grade
Dead Load = 10 psf
2x8
2x10
∆
Check sources for availability of lumber in lengths greater than 20 feet.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b2 revised 072303.PMD
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101256503
178
PRESCRIPTIVE DESIGN
Table 3.18B Floor Joist Spans for Common Lumber Species
(Residential Living Areas, Live Load = 40 psf, L/∆ = 360)
∆
2x6
Joist Spacing
12 in.
16 in.
19.2 in.
24 in.
Specie and Grade
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
Dead Load = 10 psf
2x8
2x10
2x12
2x6
Maximum Floor Joist Spans
Dead Load = 20 psf
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
11 - 4
10 - 11
10 - 9
8 - 11
10 - 9
10 - 6
10 - 0
8-8
11 - 2
10 - 11
10 - 9
9-4
10 - 6
10 - 3
10 - 3
8-8
10 - 4
9 - 11
9-9
7-8
9-9
9-6
9-1
7-6
10 - 2
9 - 11
9-9
8-1
9-6
9-4
9-4
7-6
9-8
9-4
9-2
7-0
9-2
9-0
8-7
6 - 10
9-6
9-4
9-2
7-4
9-0
8-9
8-9
6 - 10
9-0
8-8
8-3
6-3
8-6
8-4
7 - 11
6-2
8 - 10
8-8
8-6
6-7
8-4
8-1
8-1
6-2
15 - 0
14 - 5
14 - 2
11 - 3
14 - 2
13 - 10
13 - 2
11 - 0
14 - 8
14 - 5
14 - 2
11 - 11
13 - 10
13 - 6
13 - 6
11 - 0
13 - 7
13 - 1
12 - 9
9-9
12 - 10
12 - 7
12 - 0
9-6
13 - 4
13 - 1
12 - 10
10 - 3
12 - 7
12 - 3
12 - 3
9-6
12 - 10
12 - 4
11 - 8
8 - 11
12 - 1
11 - 10
11 - 3
8-8
12 - 7
12 - 4
12 - 1
9-5
11 - 10
11 - 6
11 - 6
8-8
11 - 11
11 - 0
10 - 5
8-0
11 - 3
10 - 10
10 - 2
7-9
11 - 8
11 - 5
11 - 0
8-5
11 - 0
10 - 3
10 - 3
7-9
19 - 1
18 - 5
18 - 0
13 - 9
18 - 0
17 - 8
16 - 10
13 - 5
18 - 9
18 - 5
18 - 0
14 - 0
17 - 8
17 - 3
17 - 3
13 - 5
17 - 4
16 - 5
15 - 7
11 - 11
16 - 5
16 - 0
15 - 2
11 - 8
17 - 0
16 - 9
16 - 1
12 - 2
16 - 0
15 - 5
15 - 5
11 - 8
16 - 4
15 - 0
14 - 3
10 - 11
15 - 5
14 - 10
13 - 10
10 - 7
16 - 0
15 - 9
14 - 8
11 - 1
15 - 1
14 - 1
14 - 1
10 - 7
15 - 2
13 - 5
12 - 9
9-9
14 - 4
13 - 3
12 - 5
9-6
14 - 11
14 - 7
13 - 1
9 - 11
14 - 0
12 - 7
12 - 7
9-6
23 - 3
22 - 0
20 - 11
16 - 0
21 - 11
21 - 6
20 - 4
15 - 7
22 - 10
22 - 5
21 - 9
16 - 8
21 - 6
20 - 7
20 - 7
15 - 7
21 - 1
19 - 1
18 - 1
13 - 10
19 - 11
18 - 10
17 - 7
13 - 6
20 - 9
20 - 4
18 - 10
14 - 6
19 - 6
17 - 10
17 - 10
13 - 6
19 - 10
17 - 5
16 - 6
12 - 7
18 - 9
17 - 2
16 - 1
12 - 4
19 - 6
19 - 2
17 - 2
13 - 2
18 - 4
16 - 3
16 - 3
12 - 4
18 - 5
15 - 7
14 - 9
11 - 3
17 - 5
15 - 5
14 - 4
11 - 0
18 - 1
17 - 5
15 - 5
11 - 10
17 - 0
14 - 7
14 - 7
11 - 0
11 - 4
10 - 11
10 - 8
8-1
10 - 9
10 - 6
10 - 0
7 - 11
11 - 2
10 - 11
10 - 9
8-6
10 - 6
10 - 3
10 - 3
7 - 11
10 - 4
9-8
9-3
7-0
9-9
9-6
8 - 11
6 - 10
10 - 2
9 - 11
9-6
7-4
9-6
9-1
9-1
6 - 10
9-8
8 - 10
8-5
6-5
9-2
8-9
8-2
6-3
9-6
9-4
8-8
6-9
9-0
8-3
8-3
6-3
9-0
7 - 11
7-6
5-9
8-6
7 - 10
7-4
5-7
8 - 10
8-8
7-9
6-0
8-4
7-5
7-5
5-7
15 - 0
14 - 2
13 - 6
10 - 3
14 - 2
13 - 10
13 - 1
10 - 0
14 - 8
14 - 5
14 - 2
10 - 10
13 - 10
13 - 3
13 - 3
10 - 0
13 - 7
12 - 4
11 - 8
8 - 11
12 - 10
12 - 2
11 - 4
8-8
13 - 4
13 - 1
12 - 4
9-5
12 - 7
11 - 6
11 - 6
8-8
12 - 10
11 - 3
10 - 8
8-2
12 - 1
11 - 1
10 - 4
7 - 11
12 - 7
12 - 4
11 - 3
8-7
11 - 10
10 - 6
10 - 6
7 - 11
11 - 11
10 - 0
9-6
7-3
11 - 3
9 - 11
9-3
7-1
11 - 8
11 - 3
10 - 0
7-8
11 - 0
9-5
9-5
7-1
19 - 1
17 - 4
16 - 5
12 - 7
18 - 0
17 - 1
16 - 0
12 - 3
18 - 9
18 - 5
16 - 11
12 - 10
17 - 8
16 - 3
16 - 3
12 - 3
17 - 4
15 - 0
14 - 3
10 - 11
16 - 5
14 - 10
13 - 10
10 - 7
17 - 0
16 - 4
14 - 8
11 - 1
16 - 0
14 - 1
14 - 1
10 - 7
16 - 4
13 - 8
13 - 0
9 - 11
15 - 5
13 - 6
12 - 8
9-8
16 - 0
14 - 11
13 - 5
10 - 1
15 - 1
12 - 10
12 - 10
9-8
15 - 0
12 - 3
11 - 8
8 - 11
14 - 4
12 - 1
11 - 4
8-8
14 - 11
13 - 4
12 - 0
9-1
13 - 8
11 - 6
11 - 6
8-8
23 - 3
20 - 1
19 - 1
14 - 7
21 - 11
19 - 10
18 - 6
14 - 3
22 - 10
22 - 5
19 - 10
15 - 3
21 - 6
18 - 10
18 - 10
14 - 3
21 - 1
17 - 5
16 - 6
12 - 7
19 - 11
17 - 2
16 - 1
12 - 4
20 - 9
19 - 6
17 - 2
13 - 2
19 - 6
16 - 3
16 - 3
12 - 4
19 - 6
15 - 11
15 - 1
11 - 6
18 - 9
15 - 8
14 - 8
11 - 3
19 - 6
17 - 9
15 - 8
12 - 1
17 - 9
14 - 10
14 - 10
11 - 3
17 - 5
14 - 3
13 - 6
10 - 4
16 - 10
14 - 0
13 - 1
10 - 1
18 - 1
15 - 11
14 - 0
10 - 9
15 - 11
13 - 4
13 - 4
10 - 1
Check sources for availability of lumber in lengths greater than 20 feet.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b2 revised 072303.PMD
178
8/2/2003, 11:05 AM
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 3.19
179
Representative Metal Plate Connected Wood Floor Truss Spans
Actual Design Spans Shall Be Obtained from the Truss Manufacturer
(Top Chord Live Load = 40 psf)
Top Chord Dead Load = 5 psf
Bottom Chord Dead Load = 5 psf
16" o.c.
24" o.c.
Top Chord Dead Load = 10 psf
Bottom Chord Dead Load = 5 psf
16" o.c.
24" o.c.
Top Chord Dead Load = 10 psf
Bottom Chord Dead Load =10 psf
16" o.c.
24" o.c.
(ft.- in.)
(ft.- in.)
3
Representative Floor Truss Spans
12 in.
16 in.
20 in.
24 in.
Species and Grade
(ft.- in.)
(ft.- in.)
(ft.- in.)
(ft.- in.)
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir
Spruce-Pine-Fir
SS
#1
#2
SS
#1
#2
SS
#1
#2
SS
#1
#2
21-0
21-0
20-4
18-6
18-6
18-6
21-0
21-0
20-0
17-6
17-0
16-6
20-0
19-0
17-0
18-6
17-0
16-0
20-0
19-0
17-0
14-9
13-9
13-9
21-0
21-0
20-0
18-6
18-3
18-0
21-0
21-0
19-8
17-6
16-8
16-0
20-0
17-0
16-4
18-4
16-0
14-4
20-0
17-7
16-4
14-8
13-6
12-0
21-0
19-4
19-0
18-4
18-0
17-9
21-0
20-0
19-0
17-0
16-0
15-6
20-0
16-7
15-9
18-0
15-2
14-2
20-0
17-0
15-9
14-4
13-0
11-6
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir
Spruce-Pine-Fir
SS
#1
#2
SS
#1
#2
SS
#1
#2
SS
#1
#2
26-0
26-0
24-6
25-0
24-6
22-6
26-0
25-0
24-0
24-0
21-0
21-0
26-0
21-4
19-6
25-0
20-0
18-0
26-0
22-0
19-1
21-3
16-9
16-9
26-0
25-6
23-4
25-0
24-0
21-8
26-0
25-9
23-0
24-2
20-0
20-0
25-2
20-3
18-8
24-0
19-0
17-2
25-2
20-9
18-2
20-2
16-0
16-0
26-0
23-4
21-1
25-0
22-0
20-0
26-0
24-0
21-0
23-2
18-2
18-2
23-0
18-4
16-8
22-0
17-0
15-3
23-0
18-9
16-4
18-8
14-3
14-3
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir
Spruce-Pine-Fir
SS
#1
#2
SS
#1
#2
SS
#1
#2
SS
#1
#2
26-0
26-0
26-0
26-0
26-0
25-6
26-0
26-0
26-0
26-0
23-6
23-6
26-0
24-3
22-2
26-0
22-7
20-5
26-0
24-6
21-3
24-1
18-9
18-9
26-0
26-0
26-0
26-0
26-0
24-7
26-0
26-0
26-0
26-0
22-2
22-2
26-0
23-0
21-0
26-0
21-7
19-7
26-0
23-3
20-6
23-0
18-0
18-0
26-0
26-0
24-1
26-0
25-0
22-2
26-0
26-0
24-0
26-0
20-6
20-6
26-0
20-6
18-9
24-9
19-4
17-3
26-0
20-9
18-4
21-0
16-1
16-1
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir
Spruce-Pine-Fir
SS
#1
#2
SS
#1
#2
SS
#1
#2
SS
#1
#2
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
24-3
26-0
25-0
22-8
26-0
26-0
24-0
26-0
20-8
20-8
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
26-0
24-9
24-9
26-0
25-4
23-2
26-0
24-0
21-4
26-0
25-9
23-0
25-3
20-0
20-0
26-0
26-0
26-0
26-0
26-0
24-9
26-0
26-0
26-0
26-0
23-0
23-0
26-0
23-0
20-9
26-0
21-4
19-2
26-0
23-6
20-4
23-4
17-9
17-9
PRESCRIPTIVE DESIGN
Total
Truss Depth
GENERAL NOTES
Truss spans shown above are examples for the loadings and configurations shown. The tables are not intended to be used for design purposes. Spans have
been determined in accordance with the Truss Plate Institute’s National Design Standard for Metal Plate Connected Wood Truss Construction,
ANSI/TPI 1, and the National Design Specification® for Wood Construction, ANSI/AF&PA NDS of the American Forest & Paper Association. Tables
shown are not intended to limit floor trusses to these loads, lumber, shapes and configurations. Some truss spans for the configurations shown may vary
with each manufacturer. Floor spans greater than 26 feet are possible but are limited by the context of this manual. Interpolation shall be permitted
between truss depths. Depths other than those shown are available. See your truss manufacturer for actual truss designs and solutions to custom floor
profiles.
These representative spans are applicable only to trusses that are shop built with metal connector plates designed to resist the resulting forces in each
member. The grade of the web members must be determined from the resulting forces of each member.
Representative spans shown assume that the moisture content of the lumber does not exceed 19% at time of manufacture and during end use.
All lumber for the spans above is 2x4 oriented flatwise. The maximum panel length for these spans is 30 inches.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b2.PMD
179
1/13/02, 12:20 PM
101256503
180
PRESCRIPTIVE DESIGN
Table 3.20A Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths
for Common Lumber Species Resisting Interior Zone Wind Loads Exposure B
(Fully Sheathed with a Minimum Sheathing Material)a
Three Second Gust Wind Speed (mph)
Stud Spacing
Species
Grade
(in.)
2x4
85
2x6
2x8
2x4
90
2x6
2x8
2x4
100
2x6
2x8
2x4
110
2x6
2x8
Maximum Allowable Stud Length (ft.-in.)1
Douglas Fir-Larch
SS
17 - 4
†
†
16 - 7
†
†
15 - 5
†
†
14 - 5
†
†
Douglas Fir-Larch
#1
16 - 8
†
†
16 - 0
†
†
14 - 10
†
†
13 - 11
†
†
Douglas Fir-Larch
#2
16 - 3
†
†
15 - 8
†
†
14 - 6
†
†
13 - 7
†
†
Douglas Fir-Larch
#3/Stud
15 - 3
†
†
14 - 4
†
†
12 - 10
19 - 3
†
11 - 7
17 - 5
†
Douglas Fir-Larch
Standard 12 - 11
12 - 1
10 - 10
9-9
Hem-Fir
SS
16 - 3
†
†
15 - 8
†
†
14 - 6
†
†
13 - 7
†
†
Hem-Fir
#1
15 - 11
†
†
15 - 4
†
†
14 - 3
†
†
13 - 4
†
†
Hem-Fir
#2
15 - 2
†
†
14 - 7
†
†
13 - 6
†
†
12 - 8
†
†
Hem-Fir
#3/Stud
14 - 9
†
†
14 - 0
†
†
12 - 6
18 - 9
†
11 - 3
17 - 0
†
Hem-Fir
Standard
12 - 7
11 - 10
10 - 7
9-7
12
Southern Pine
SS
17 - 0
†
†
16 - 4
†
†
15 - 2
†
†
14 - 2
†
†
Southern Pine
#1
16 - 8
†
†
16 - 0
†
†
14 - 10
†
†
13 - 11
†
†
Southern Pine
#2
16 - 3
†
†
15 - 8
†
†
14 - 6
†
†
13 - 7
†
†
Southern Pine
#3
15 - 7
†
†
14 - 11
†
†
13 - 4
†
†
12 - 1
18 - 4
†
Southern Pine
Stud
15 - 7
†
†
14 - 11
†
†
13 - 4
†
†
12 - 1
18 - 4
†
Southern Pine
Standard
13 - 6
12 - 8
11 - 4
10 - 3
Spruce-Pine-Fir
SS
15 - 11
†
†
15 - 4
†
†
14 - 3
†
†
13 - 4
†
†
Spruce-Pine-Fir
#1
15 - 7
†
†
14 - 11
†
†
13 - 11
†
†
13 - 0
†
†
Spruce-Pine-Fir
#2
15 - 7
†
†
14 - 11
†
†
13 - 11
†
†
13 - 0
†
†
Spruce-Pine-Fir
#3/Stud
14 - 9
†
†
14 - 0
†
†
12 - 6
18 - 9
†
11 - 3
17 - 0
†
Spruce-Pine-Fir
Standard
12 - 7
11 - 10
10 - 7
9-7
Douglas Fir-Larch
SS
15 - 8
†
†
15 - 0
†
†
14 - 0
†
†
13 - 1
†
†
Douglas Fir-Larch
#1
15 - 1
†
†
14 - 5
†
†
13 - 5
†
†
12 - 7
†
†
Douglas Fir-Larch
#2
14 - 9
†
†
14 - 2
†
†
13 - 2
†
†
12 - 4
19 - 9
†
Douglas Fir-Larch
#3/Stud
13 - 1
19 - 8
†
12 - 4
18 - 6
†
11 - 0
16 - 6
†
9 - 11
14 - 11
19 - 3
Douglas Fir-Larch
Standard
11 - 1
10 - 5
9-3
8-5
Hem-Fir
SS
14 - 9
†
†
14 - 2
†
†
13 - 2
†
†
12 - 4
19 - 9
†
Hem-Fir
#1
14 - 5
†
†
13 - 10
†
†
12 - 10
†
†
12 - 0
19 - 4
†
Hem-Fir
#2
13 - 8
†
†
13 - 2
†
†
12 - 3
19 - 8
†
11 - 5
18 - 5
†
Hem-Fir
#3/Stud
12 - 9
19 - 2
†
12 - 0
18 - 0
†
10 - 8
16 - 1
†
9-8
14 - 6
18 - 9
Hem-Fir
Standard
10 - 9
10 - 2
9-1
8-2
16
Southern Pine
SS
15 - 4
†
†
14 - 9
†
†
13 - 8
†
†
12 - 10
†
†
Southern Pine
#1
15 - 1
†
†
14 - 5
†
†
13 - 5
†
†
12 - 7
†
†
Southern Pine
#2
14 - 9
†
†
14 - 2
†
†
13 - 2
†
†
12 - 4
19 - 9
†
Southern Pine
#3
13 - 7
†
†
12 - 10
19 - 6
†
11 - 5
17 - 5
†
10 - 4
15 - 8
†
Southern Pine
Stud
13 - 7
†
†
12 - 10
19 - 6
†
11 - 5
17 - 5
†
10 - 4
15 - 8
†
Southern Pine
Standard
11 - 7
10 - 10
9-9
8-9
Spruce-Pine-Fir
SS
14 - 5
†
†
13 - 10
†
†
12 - 10
†
†
12 - 0
19 - 4
†
Spruce-Pine-Fir
#1
14 - 1
†
†
13 - 6
†
†
12 - 7
†
†
11 - 9
18 - 10
†
Spruce-Pine-Fir
#2
14 - 1
†
†
13 - 6
†
†
12 - 7
†
†
11 - 9
18 - 10
†
Spruce-Pine-Fir
#3/Stud
12 - 9
19 - 2
†
12 - 0
18 - 0
†
10 - 8
16 - 1
†
9-8
14 - 6
18 - 9
Spruce-Pine-Fir
Standard
10 - 9
10 - 2
9-1
8-2
Douglas Fir-Larch
SS
13 - 7
†
†
13 - 1
†
†
12 - 1
19 - 6
†
11 - 4
18 - 3
†
Douglas Fir-Larch
#1
13 - 1
†
†
12 - 7
†
†
11 - 8
18 - 9
†
10 - 11
17 - 0
†
Douglas Fir-Larch
#2
12 - 9
†
†
12 - 3
19 - 9
†
11 - 5
17 - 9
†
10 - 8
16 - 0
†
Douglas Fir-Larch
#3/Stud
10 - 6
15 - 10
†
9 - 11
14 - 11
19 - 2
8 - 10
13 - 3
17 - 1
8-0
12 - 0
15 - 5
Douglas Fir-Larch
Standard
8 - 11
8-4
Hem-Fir
SS
12 - 9
†
†
12 - 3
19 - 9
†
11 - 5
18 - 4
†
10 - 8
17 - 2
†
Hem-Fir
#1
12 - 6
†
†
12 - 0
19 - 3
†
11 - 2
17 - 11
†
10 - 5
16 - 9
†
Hem-Fir
#2
11 - 11
19 - 1
†
11 - 5
18 - 4
†
10 - 7
17 - 1
†
9 - 11
15 - 6
†
Hem-Fir
#3/Stud
10 - 3
15 - 5
19 - 10
9-8
14 - 6
18 - 8
8-7
12 - 11
16 - 8
7-9
11 - 8
15 - 1
Hem-Fir
Standard
8-8
8-2
24
Southern Pine
SS
13 - 4
†
†
12 - 10
†
†
11 - 11
19 - 1
†
11 - 2
17 - 10
†
Southern Pine
#1
13 - 1
†
†
12 - 7
†
†
11 - 8
18 - 9
†
10 - 11
17 - 6
†
Southern Pine
#2
12 - 9
†
†
12 - 3
19 - 9
†
11 - 5
18 - 4
†
10 - 8
16 - 7
†
Southern Pine
#3
11 - 0
16 - 8
†
10 - 4
15 - 8
†
9-3
14 - 0
18 - 1
8-4
12 - 7
16 - 4
Southern Pine
Stud
11 - 0
16 - 8
†
10 - 4
15 - 8
†
9-3
14 - 0
18 - 1
8-4
12 - 7
16 - 4
Southern Pine
Standard
9-4
8-9
7 - 10
Spruce-Pine-Fir
SS
12 - 6
†
†
12 - 0
19 - 3
†
11 - 2
17 - 11
†
10 - 5
16 - 9
†
Spruce-Pine-Fir
#1
12 - 2
19 - 7
†
11 - 9
18 - 10
†
10 - 11
17 - 6
†
10 - 2
15 - 9
†
Spruce-Pine-Fir
#2
12 - 2
19 - 7
†
11 - 9
18 - 10
†
10 - 11
17 - 6
†
10 - 2
15 - 9
†
Spruce-Pine-Fir
#3/Stud
10 - 3
15 - 5
19 - 10
9-8
14 - 6
18 - 8
8-7
12 - 11
16 - 8
7-9
11 - 8
15 - 1
Spruce-Pine-Fir
Standard
8-8
8-2
†
Allowable stud length exceeds 20 feet.
Lumber grade not available or allowable stud length is less than 7 ft. - 9 in. (for 8 ft. wall height).
a
Maximum stud lengths in Table 3.20A are based on interior zone loads and assume that all studs are sheathed with minimum sheathing material. Studs within 4 feet of corners
shall be sheathed on the exterior with a minimum of 3/8 inch wood structural panels and on the interior with minimum sheathing material, or stud spacings shall be multiplied by
0.85 for framing located within 4 feet of corners to account for the additional end zone loading requirements. The additional bending capacity provided by the wood structural
panels or reduced stud spacing is assumed to be sufficient to resist the additional end zone loading requirements.
See Footnote 1.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
180
8/2/2003, 11:32 AM
101256503
WOOD FRAME CONSTRUCTION MANUAL
181
Table 3.20A Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths
for Common Lumber Species Resisting Interior Zone Wind Loads Exposure B (Cont.)
(Fully Sheathed with a Minimum Sheathing Material)a
Three Second Gust Wind Speed (mph)
Stud Spacing
(in.)
Species
Grade
2x4
120
2x6
2x8
2x4
130
2x6
2x8
2x4
140
2x6
2x8
2x4
150
2x6
2x8
Maximum Allowable Stud Length (ft.-in.)1
AMERICAN FOREST & PAPER ASSOCIATION
3
PRESCRIPTIVE DESIGN
Douglas Fir-Larch
SS
13 - 7
†
†
12 - 10
†
†
12 - 2
19 - 7
†
11 - 8
18 - 8
†
Douglas Fir-Larch
#1
13 - 1
†
†
12 - 4
19 - 10
†
11 - 9
18 - 10
†
11 - 2
17 - 8
†
Douglas Fir-Larch
#2
12 - 10
†
†
12 - 1
19 - 5
†
11 - 6
17 - 11
†
11 - 0
16 - 8
†
Douglas Fir-Larch
#3/Stud
10 - 7
15 - 10
†
9-8
14 - 7
18 - 9
8 - 11
13 - 5
17 - 4
8-4
12 - 6
16 - 1
Douglas Fir-Larch Standard
8 - 11
8-2
Hem-Fir
SS
12 - 10
†
†
12 - 1
19 - 5
†
11 - 6
18 - 6
†
11 - 0
17 - 7
†
Hem-Fir
#1
12 - 6
†
†
11 - 10
19 - 0
†
11 - 3
18 - 1
†
10 - 9
17 - 2
†
Hem-Fir
#2
11 - 11
19 - 1
†
11 - 3
18 - 1
†
10 - 8
17 - 2
†
10 - 2
16 - 2
†
Hem-Fir
#3/Stud
10 - 3
15 - 5
19 - 11
9-5
14 - 2
18 - 3
8-9
13 - 1
16 - 10
8-1
12 - 2
15 - 8
Hem-Fir
Standard
8-8
8-0
Southern Pine
SS
13 - 4
†
†
12 - 7
†
†
12 - 0
19 - 3
†
11 - 5
18 - 4
†
12
Southern Pine
#1
13 - 1
†
†
12 - 4
19 - 10
†
11 - 9
18 - 10
†
11 - 2
18 - 0
†
Southern Pine
#2
12 - 10
†
†
12 - 1
19 - 5
†
11 - 6
18 - 6
†
11 - 0
17 - 3
†
Southern Pine
#3
11 - 0
16 - 8
†
10 - 1
15 - 4
19 - 10
9-4
14 - 2
18 - 4
8-8
13 - 1
17 - 0
Southern Pine
Stud
11 - 0
16 - 8
†
10 - 1
15 - 4
19 - 10
9-4
14 - 2
18 - 4
8-8
13 - 1
17 - 0
Southern Pine
Standard
9-4
8-7
7 - 11
Spruce-Pine-Fir
SS
12 - 6
†
†
11 - 10
19 - 0
†
11 - 3
18 - 1
†
10 - 9
17 - 2
†
Spruce-Pine-Fir
#1
12 - 3
19 - 7
†
11 - 7
18 - 7
†
11 - 0
17 - 7
†
10 - 6
16 - 5
†
Spruce-Pine-Fir
#2
12 - 3
19 - 7
†
11 - 7
18 - 7
†
11 - 0
17 - 7
†
10 - 6
16 - 5
†
Spruce-Pine-Fir
#3/Stud
10 - 3
15 - 5
19 - 11
9-5
14 - 2
18 - 3
8-9
13 - 1
16 - 10
8-1
12 - 2
15 - 8
Spruce-Pine-Fir
Standard
8-8
8-0
Douglas Fir-Larch
SS
12 - 4
19 - 9
†
11 - 8
18 - 8
†
11 - 1
17 - 9
†
10 - 6
16 - 11
†
Douglas Fir-Larch
#1
11 - 10
19 - 0
†
11 - 2
17 - 7
†
10 - 7
16 - 3
†
10 - 1
15 - 1
19 - 6
Douglas Fir-Larch
#2
11 - 7
18 - 2
†
11 - 0
16 - 8
†
10 - 3
15 - 4
19 - 10
9-6
14 - 3
18 - 5
Douglas Fir-Larch
#3/Stud
9-0
13 - 7
17 - 6
8-4
12 - 6
16 - 1
11 - 6
14 - 10
10 - 8
13 - 9
Douglas Fir-Larch Standard
Hem-Fir
SS
11 - 7
18 - 7
†
11 - 0
17 - 7
†
10 - 5
16 - 8
†
9 - 11
15 - 11
†
Hem-Fir
#1
11 - 4
18 - 2
†
10 - 9
17 - 2
†
10 - 2
16 - 1
†
9-8
14 - 11
19 - 2
Hem-Fir
#2
10 - 9
17 - 4
†
10 - 2
16 - 2
†
9-8
14 - 11
19 - 3
9-3
13 - 10
17 - 10
Hem-Fir
#3/Stud
8 - 10
13 - 3
17 - 1
8-1
12 - 2
15 - 8
11 - 3
14 - 5
10 - 5
13 - 5
Hem-Fir
Standard
16
Southern Pine
SS
12 - 1
19 - 5
†
11 - 5
18 - 4
†
10 - 10
17 - 5
†
10 - 4
16 - 7
†
Southern Pine
#1
11 - 10
19 - 0
†
11 - 2
18 - 0
†
10 - 7
17 - 1
†
10 - 1
16 - 3
†
Southern Pine
#2
11 - 7
18 - 7
†
11 - 0
17 - 3
†
10 - 5
15 - 11
†
9 - 11
14 - 9
19 - 6
Southern Pine
#3
9-5
14 - 3
18 - 6
8-8
13 - 1
17 - 0
8-0
12 - 1
15 - 8
11 - 3
14 - 7
Southern Pine
Stud
9-5
14 - 3
18 - 6
8-8
13 - 1
17 - 0
8-0
12 - 1
15 - 8
11 - 3
14 - 7
Southern Pine
Standard
8-0
Spruce-Pine-Fir
SS
11 - 4
18 - 2
†
10 - 9
17 - 2
†
10 - 2
16 - 4
†
9-8
15 - 7
†
Spruce-Pine-Fir
#1
11 - 1
17 - 9
†
10 - 5
16 - 5
†
9 - 11
15 - 2
19 - 6
9-4
14 - 1
18 - 1
Spruce-Pine-Fir
#2
11 - 1
17 - 9
†
10 - 5
16 - 5
†
9 - 11
15 - 2
19 - 6
9-4
14 - 1
18 - 1
Spruce-Pine-Fir
#3/Stud
8 - 10
13 - 3
17 - 1
8-1
12 - 2
15 - 8
11 - 3
14 - 5
10 - 5
13 - 5
Spruce-Pine-Fir
Standard
Douglas Fir-Larch
SS
10 - 8
17 - 2
†
10 - 1
16 - 2
†
9-7
15 - 5
†
9-2
14 - 8
19 - 6
Douglas Fir-Larch
#1
10 - 3
15 - 5
19 - 11
9-5
14 - 2
18 - 3
8-9
13 - 1
16 - 10
8-1
12 - 2
15 - 8
Douglas Fir-Larch
#2
9-9
14 - 7
18 - 10
8 - 11
13 - 5
17 - 3
8-3
12 - 4
15 - 11
11 - 6
14 - 10
Douglas Fir-Larch
#3/Stud
10 - 11
14 - 1
10 - 0
12 - 11
9-3
11 - 11
8-7
11 - 1
Douglas Fir-Larch Standard
Hem-Fir
SS
10 - 1
16 - 2
†
9-6
15 - 3
†
9-0
14 - 6
19 - 4
8-7
13 - 10
18 - 5
Hem-Fir
#1
9 - 10
15 - 3
19 - 8
9-4
14 - 0
18 - 0
8-7
12 - 11
16 - 8
8-0
12 - 0
15 - 5
Hem-Fir
#2
9-4
14 - 2
18 - 3
8-8
13 - 0
16 - 9
8-0
12 - 0
15 - 5
11 - 2
14 - 4
Hem-Fir
#3/Stud
10 - 8
13 - 9
9-9
12 - 7
9-0
11 - 8
8-5
10 - 10
Hem-Fir
Standard
24
Southern Pine
SS
10 - 6
16 - 10
†
9 - 11
15 - 11
†
9-5
15 - 1
†
9-0
14 - 5
19 - 3
Southern Pine
#1
10 - 3
16 - 6
†
9-9
15 - 7
†
9-3
14 - 10
19 - 0
8-9
13 - 10
17 - 8
Southern Pine
#2
10 - 1
15 - 1
19 - 11
9-5
13 - 10
18 - 3
8-9
12 - 10
16 - 10
8-1
11 - 11
15 - 8
Southern Pine
#3
11 - 6
14 - 11
10 - 7
13 - 8
9-9
12 - 8
9-1
11 - 9
Southern Pine
Stud
11 - 6
14 - 11
10 - 7
13 - 8
9-9
12 - 8
9-1
11 - 9
Southern Pine
Standard
Spruce-Pine-Fir
SS
9 - 10
15 - 9
†
9-4
14 - 11
19 - 11
8 - 10
14 - 2
18 - 11
8-5
13 - 6
17 - 8
Spruce-Pine-Fir
#1
9-7
14 - 4
18 - 6
8-9
13 - 2
17 - 0
8-1
12 - 2
15 - 8
11 - 4
14 - 7
Spruce-Pine-Fir
#2
9-7
14 - 4
18 - 6
8-9
13 - 2
17 - 0
8-1
12 - 2
15 - 8
11 - 4
14 - 7
Spruce-Pine-Fir
#3/Stud
10 - 8
13 - 9
9-9
12 - 7
9-0
11 - 8
8-5
10 - 10
Spruce-Pine-Fir
Standard
†
Allowable stud length exceeds 20 feet.
Lumber grade not available or allowable stud length is less than 7 ft. - 9 in. (for 8 ft. wall height).
a
Maximum stud lengths in Table 3.20A are based on interior zone loads and assume that all studs are sheathed with minimum sheathing material. Studs within 4 feet of corners
shall be sheathed on the exterior with a minimum of 3/8 inch wood structural panels and on the interior with minimum sheathing material, or stud spacings shall be multiplied by
0.85 for framing located within 4 feet of corners to account for the additional end zone loading requirements. The additional bending capacity provided by the wood structural
panels or reduced stud spacing is assumed to be sufficient to resist the additional end zone loading requirements.
See Footnote 1.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
181
8/2/2003, 11:32 AM
101256503
182
PRESCRIPTIVE DESIGN
Table 3.20B Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths
for Common Lumber Species Resisting Interior Zone Wind Loads Exposure B
(Fully Sheathed with a Minimum of 3/8" Wood Structural Panels)a
Three Second Gust Wind Speed (mph)
Stud
Spacing
Species
Grade
(in.)
12
16
24
†
a
90
85
2x4
2x6
2x8
2x4
2x6
100
2x8
2x4
2x6
110
2x8
2x4
2x6
2x8
Maximum Allowable Stud Length (ft.-in.)1
Douglas Fir-Larch
SS
17 - 4
†
†
16 - 7
†
†
15 - 5
†
†
14 - 5
†
†
Douglas Fir-Larch
#1
16 - 8
†
†
16 - 0
†
†
14 - 10
†
†
13 - 11
†
†
Douglas Fir-Larch
#2
16 - 3
†
†
15 - 8
†
†
14 - 6
†
†
13 - 7
†
†
Douglas Fir-Larch
#3/Stud
15 - 7
†
†
14 - 11
†
†
13 - 11
†
†
13 - 0
19 - 0
†
Douglas Fir-Larch
Standard
14 - 10
14 - 0
12 - 6
11 - 3
Hem-Fir
SS
16 - 3
†
†
15 - 8
†
†
14 - 6
†
†
13 - 7
†
†
Hem-Fir
#1
15 - 11
†
†
15 - 4
†
†
14 - 3
†
†
13 - 4
†
†
Hem-Fir
#2
15 - 2
†
†
14 - 7
†
†
13 - 6
†
†
12 - 8
†
†
Hem-Fir
#3/Stud
14 - 9
†
†
14 - 2
†
†
13 - 2
†
†
12 - 4
18 - 6
†
Hem-Fir
Standard
14 - 6
13 - 8
12 - 2
11 - 0
Southern Pine
SS
17 - 0
†
†
16 - 4
†
†
15 - 2
†
†
14 - 2
†
†
Southern Pine
#1
16 - 8
†
†
16 - 0
†
†
14 - 10
†
†
13 - 11
†
†
Southern Pine
#2
16 - 3
†
†
15 - 8
†
†
14 - 6
†
†
13 - 7
†
†
Southern Pine
#3
15 - 7
†
†
14 - 11
†
†
13 - 11
†
†
13 - 0
20 - 0
†
Southern Pine
Stud
15 - 7
†
†
14 - 11
†
†
13 - 11
†
†
13 - 0
20 - 0
†
Southern Pine
Standard
15 - 2
14 - 7
13 - 1
11 - 9
Spruce-Pine-Fir
SS
15 - 11
†
†
15 - 4
†
†
14 - 3
†
†
13 - 4
†
†
Spruce-Pine-Fir
#1
15 - 7
†
†
14 - 11
†
†
13 - 11
†
†
13 - 0
†
†
Spruce-Pine-Fir
#2
15 - 7
†
†
14 - 11
†
†
13 - 11
†
†
13 - 0
†
†
Spruce-Pine-Fir
#3/Stud
14 - 9
†
†
14 - 2
†
†
13 - 2
†
†
12 - 4
18 - 6
†
Spruce-Pine-Fir
Standard
14 - 6
13 - 8
12 - 2
11 - 0
Douglas Fir-Larch
SS
15 - 8
†
†
15 - 0
†
†
14 - 0
†
†
13 - 1
†
†
Douglas Fir-Larch
#1
15 - 1
†
†
14 - 5
†
†
13 - 5
†
†
12 - 7
†
†
Douglas Fir-Larch
#2
14 - 9
†
†
14 - 2
†
†
13 - 2
†
†
12 - 4
19 - 9
†
Douglas Fir-Larch
#3/Stud
14 - 1
†
†
13 - 6
†
†
12 - 7
18 - 0
†
11 - 5
16 - 3
†
Douglas Fir-Larch
Standard
12 - 9
12 - 0
10 - 8
9-8
Hem-Fir
SS
14 - 9
†
†
14 - 2
†
†
13 - 2
†
†
12 - 4
19 - 9
†
Hem-Fir
#1
14 - 5
†
†
13 - 10
†
†
12 - 10
†
†
12 - 0
19 - 4
†
Hem-Fir
#2
13 - 8
†
†
13 - 2
†
†
12 - 3
19 - 8
†
11 - 5
18 - 5
†
Hem-Fir
#3/Stud
13 - 4
†
†
12 - 10
19 - 8
†
11 - 11
17 - 6
†
11 - 2
15 - 10
19 - 7
Hem-Fir
Standard
12 - 5
11 - 8
10 - 5
9-5
Southern Pine
SS
15 - 4
†
†
14 - 9
†
†
13 - 8
†
†
12 - 10
†
†
Southern Pine
#1
15 - 1
†
†
14 - 5
†
†
13 - 5
†
†
12 - 7
†
†
Southern Pine
#2
14 - 9
†
†
14 - 2
†
†
13 - 2
†
†
12 - 4
19 - 9
†
Southern Pine
#3
14 - 1
†
†
13 - 6
†
†
12 - 7
18 - 11
†
11 - 9
17 - 1
†
Southern Pine
Stud
14 - 1
†
†
13 - 6
†
†
12 - 7
18 - 11
†
11 - 9
17 - 1
†
Southern Pine
Standard
13 - 4
12 - 6
11 - 2
10 - 1
Spruce-Pine-Fir
SS
14 - 5
†
†
13 - 10
†
†
12 - 10
†
†
12 - 0
19 - 4
†
Spruce-Pine-Fir
#1
14 - 1
†
†
13 - 6
†
†
12 - 7
†
†
11 - 9
18 - 10
†
Spruce-Pine-Fir
#2
14 - 1
†
†
13 - 6
†
†
12 - 7
†
†
11 - 9
18 - 10
†
Spruce-Pine-Fir
#3/Stud
13 - 4
†
†
12 - 10
19 - 8
†
11 - 11
17 - 6
†
11 - 2
15 - 10
19 - 7
Spruce-Pine-Fir
Standard
12 - 5
11 - 8
10 - 5
9-5
Douglas Fir-Larch
SS
13 - 7
†
†
13 - 1
†
†
12 - 1
19 - 6
†
11 - 4
18 - 3
†
Douglas Fir-Larch
#1
13 - 1
†
†
12 - 7
†
†
11 - 8
18 - 9
†
10 - 11
17 - 6
†
Douglas Fir-Larch
#2
12 - 9
†
†
12 - 3
19 - 9
†
11 - 5
18 - 4
†
10 - 8
17 - 2
†
Douglas Fir-Larch
#3/Stud
12 - 2
17 - 3
†
11 - 5
16 - 3
†
10 - 2
14 - 6
17 - 11
9-2
13 - 1
16 - 2
Douglas Fir-Larch
Standard
10 - 3
9-8
8-7
7-9
Hem-Fir
SS
12 - 9
†
†
12 - 3
19 - 9
†
11 - 5
18 - 4
†
10 - 8
17 - 2
†
Hem-Fir
#1
12 - 6
†
†
12 - 0
19 - 3
†
11 - 2
17 - 11
†
10 - 5
16 - 9
†
Hem-Fir
#2
11 - 11
19 - 1
†
11 - 5
18 - 4
†
10 - 7
17 - 1
†
9 - 11
15 - 11
†
Hem-Fir
#3/Stud
11 - 7
16 - 10
†
11 - 1
15 - 10
19 - 6
9 - 11
14 - 1
17 - 5
9-0
12 - 9
15 - 9
Hem-Fir
Standard
10 - 0
9-5
8-5
Southern Pine
SS
13 - 4
†
†
12 - 10
†
†
11 - 11
19 - 1
†
11 - 2
17 - 10
†
Southern Pine
#1
13 - 1
†
†
12 - 7
†
†
11 - 8
18 - 9
†
10 - 11
17 - 6
†
Southern Pine
#2
12 - 9
†
†
12 - 3
19 - 9
†
11 - 5
18 - 4
†
10 - 8
17 - 2
†
Southern Pine
#3
12 - 2
18 - 2
†
11 - 9
17 - 1
†
10 - 7
15 - 3
19 - 0
9-7
13 - 9
17 - 1
Southern Pine
Stud
12 - 2
18 - 2
†
11 - 9
17 - 1
†
10 - 7
15 - 3
19 - 0
9-7
13 - 9
17 - 1
Southern Pine
Standard
10 - 9
10 - 1
9-0
8-2
Spruce-Pine-Fir
SS
12 - 6
†
†
12 - 0
19 - 3
†
11 - 2
17 - 11
†
10 - 5
16 - 9
†
Spruce-Pine-Fir
#1
12 - 2
19 - 7
†
11 - 9
18 - 10
†
10 - 11
17 - 6
†
10 - 2
16 - 4
†
Spruce-Pine-Fir
#2
12 - 2
19 - 7
†
11 - 9
18 - 10
†
10 - 11
17 - 6
†
10 - 2
16 - 4
†
Spruce-Pine-Fir
#3/Stud
11 - 7
16 - 10
†
11 - 1
15 - 10
19 - 6
9 - 11
14 - 1
17 - 5
9-0
12 - 9
15 - 9
Spruce-Pine-Fir
Standard
10 - 0
9-5
8-5
Allowable stud length exceeds 20 feet.
Lumber grade not available or allowable stud length is less than 7 ft. - 9 in. (for 8 ft. wall height).
Maximum stud lengths in Table 3.20B are based on interior zone loads and assume that all studs are sheathed on the exterior with minimum of 3/8 inch wood structural panels and
on the interior with minimum sheathing material. Stud spacings shall be multiplied by 0.85 for framing located within 4 feet of corners to account for the additional end zone
loading requirements.
See Footnote 1.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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101256503
WOOD FRAME CONSTRUCTION MANUAL
183
Table 3.20B Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths
for Common Lumber Species Resisting Interior Zone Wind Loads Exposure B (Cont.)
(Fully Sheathed with a Minimum of 3/8" Wood Structural Panels)a
Three Second Gust Wind Speed (mph)
Stud
Spacing
Species
Grade
(in.)
16
24
†
a
2x6
130
2x8
2x4
2x6
150
140
2x8
2x4
2x6
2x8
2x4
2x6
2x8
Maximum Allowable Stud Length (ft.-in.)1
Douglas Fir-Larch
SS
13 - 7
†
†
12 - 10
†
†
12 - 2
19 - 7
†
11 - 8
18 - 8
†
Douglas Fir-Larch
#1
13 - 1
†
†
12 - 4
19 - 10
†
11 - 9
18 - 10
†
11 - 2
18 - 0
†
Douglas Fir-Larch
#2
12 - 10
†
†
12 - 1
19 - 5
†
11 - 6
18 - 6
†
11 - 0
17 - 7
†
Douglas Fir-Larch
#3/Stud
12 - 2
17 - 3
†
11 - 2
15 - 10
19 - 7
10 - 4
14 - 8
18 - 1
9-7
13 - 7
16 - 10
Douglas Fir-Larch
Standard
10 - 3
9-5
8-9
8-1
Hem-Fir
SS
12 - 10
†
†
12 - 1
19 - 5
†
11 - 6
18 - 6
†
11 - 0
17 - 7
†
Hem-Fir
#1
12 - 6
†
†
11 - 10
19 - 0
†
11 - 3
18 - 1
†
10 - 9
17 - 2
†
Hem-Fir
#2
11 - 11
19 - 1
†
11 - 3
18 - 1
†
10 - 8
17 - 2
†
10 - 2
16 - 4
†
Hem-Fir
#3/Stud
11 - 7
16 - 10
†
10 - 10
15 - 5
19 - 1
10 - 0
14 - 3
17 - 8
9-4
13 - 3
16 - 5
Hem-Fir
Standard
10 - 0
9-3
8-6
7 - 11
Southern Pine
SS
13 - 4
†
†
12 - 7
†
†
12 - 0
19 - 3
†
11 - 5
18 - 4
†
Southern Pine
#1
13 - 1
†
†
12 - 4
19 - 10
†
11 - 9
18 - 10
†
11 - 2
18 - 0
†
Southern Pine
#2
12 - 10
†
†
12 - 1
19 - 5
†
11 - 6
18 - 6
†
11 - 0
17 - 7
†
Southern Pine
#3
12 - 3
18 - 2
†
11 - 7
16 - 8
†
10 - 9
15 - 5
19 - 2
10 - 0
14 - 4
17 - 9
Southern Pine
Stud
12 - 3
18 - 2
†
11 - 7
16 - 8
†
10 - 9
15 - 5
19 - 2
10 - 0
14 - 4
17 - 9
Southern Pine
Standard
10 - 9
9 - 10
9-1
8-6
Spruce-Pine-Fir
SS
12 - 6
†
†
11 - 10
19 - 0
†
11 - 3
18 - 1
†
10 - 9
17 - 2
†
Spruce-Pine-Fir
#1
12 - 3
19 - 7
†
11 - 7
18 - 7
†
11 - 0
17 - 7
†
10 - 6
16 - 9
†
Spruce-Pine-Fir
#2
12 - 3
19 - 7
†
11 - 7
18 - 7
†
11 - 0
17 - 7
†
10 - 6
16 - 9
†
Spruce-Pine-Fir
#3/Stud
11 - 7
16 - 10
†
10 - 10
15 - 5
19 - 1
10 - 0
14 - 3
17 - 8
9-4
13 - 3
16 - 5
Spruce-Pine-Fir
Standard
10 - 0
9-3
8-6
7 - 11
Douglas Fir-Larch
SS
12 - 4
19 - 9
†
11 - 8
18 - 8
†
11 - 1
17 - 9
†
10 - 6
16 - 11
†
Douglas Fir-Larch
#1
11 - 10
19 - 0
†
11 - 2
18 - 0
†
10 - 7
17 - 1
†
10 - 1
16 - 3
†
Douglas Fir-Larch
#2
11 - 7
18 - 7
†
11 - 0
17 - 7
†
10 - 5
16 - 8
†
9 - 11
15 - 7
19 - 3
Douglas Fir-Larch
#3/Stud
10 - 5
14 - 10
18 - 4
9-7
13 - 7
16 - 10
8 - 10
12 - 7
15 - 6
8-3
11 - 8
14 - 5
Douglas Fir-Larch
Standard
8 - 10
8-1
Hem-Fir
SS
11 - 7
18 - 7
†
11 - 0
17 - 7
†
10 - 5
16 - 8
†
9 - 11
15 - 11
†
Hem-Fir
#1
11 - 4
18 - 2
†
10 - 9
17 - 2
†
10 - 2
16 - 4
†
9-8
15 - 7
†
Hem-Fir
#2
10 - 9
17 - 4
†
10 - 2
16 - 4
†
9-8
15 - 6
†
9-3
14 - 10
18 - 8
Hem-Fir
#3/Stud
10 - 2
14 - 5
17 - 10
9-4
13 - 3
16 - 4
8-7
12 - 3
15 - 1
8-0
11 - 4
14 - 0
Hem-Fir
Standard
8-7
7 - 11
Southern Pine
SS
12 - 1
19 - 5
†
11 - 5
18 - 4
†
10 - 10
17 - 5
†
10 - 4
16 - 7
†
Southern Pine
#1
11 - 10
19 - 0
†
11 - 2
18 - 0
†
10 - 7
17 - 1
†
10 - 1
16 - 3
†
Southern Pine
#2
11 - 7
18 - 7
†
11 - 0
17 - 7
†
10 - 5
16 - 8
†
9 - 11
15 - 11
†
Southern Pine
#3
10 - 10
15 - 7
19 - 4
10 - 0
14 - 3
17 - 9
9-2
13 - 2
16 - 5
8-7
12 - 3
15 - 3
Southern Pine
Stud
10 - 10
15 - 7
19 - 4
10 - 0
14 - 3
17 - 9
9-2
13 - 2
16 - 5
8-7
12 - 3
15 - 3
Southern Pine
Standard
9-3
8-5
7 - 10
Spruce-Pine-Fir
SS
11 - 4
18 - 2
†
10 - 9
17 - 2
†
10 - 2
16 - 4
†
9-8
15 - 7
†
Spruce-Pine-Fir
#1
11 - 1
17 - 9
†
10 - 5
16 - 9
†
9 - 11
15 - 11
†
9-6
15 - 2
19 - 0
Spruce-Pine-Fir
#2
11 - 1
17 - 9
†
10 - 5
16 - 9
†
9 - 11
15 - 11
†
9-6
15 - 2
19 - 0
Spruce-Pine-Fir
#3/Stud
10 - 2
14 - 5
17 - 10
9-4
13 - 3
16 - 4
8-7
12 - 3
15 - 1
8-0
11 - 4
14 - 0
Spruce-Pine-Fir
Standard
8-7
7 - 11
Douglas Fir-Larch
SS
10 - 8
17 - 2
†
10 - 1
16 - 2
†
9-7
15 - 5
†
9-2
14 - 8
19 - 7
Douglas Fir-Larch
#1
10 - 3
16 - 6
†
9-9
15 - 5
19 - 1
9-3
14 - 3
17 - 8
8-9
13 - 3
16 - 5
Douglas Fir-Larch
#2
10 - 1
15 - 11
19 - 8
9-6
14 - 7
18 - 1
9-0
13 - 6
16 - 8
8-7
12 - 6
15 - 6
Douglas Fir-Larch
#3/Stud
8-5
11 - 11
14 - 9
10 - 11
13 - 6
10 - 1
12 - 6
9-5
11 - 7
Douglas Fir-Larch
Standard
Hem-Fir
SS
10 - 1
16 - 2
†
9-6
15 - 3
†
9-0
14 - 6
19 - 4
8-7
13 - 10
18 - 5
Hem-Fir
#1
9 - 10
15 - 9
†
9-4
14 - 11
18 - 10
8 - 10
14 - 1
17 - 5
8-5
13 - 1
16 - 2
Hem-Fir
#2
9-4
15 - 0
19 - 1
8 - 10
14 - 2
17 - 6
8-5
13 - 1
16 - 2
8-0
12 - 2
15 - 0
Hem-Fir
#3/Stud
8-2
11 - 7
14 - 4
10 - 8
13 - 2
9 - 10
12 - 2
9-2
11 - 4
Hem-Fir
Standard
Southern Pine
SS
10 - 6
16 - 10
†
9 - 11
15 - 11
†
9-5
15 - 1
†
9-0
14 - 5
19 - 3
Southern Pine
#1
10 - 3
16 - 6
†
9-9
15 - 7
†
9-3
14 - 10
19 - 9
8-9
14 - 1
18 - 6
Southern Pine
#2
10 - 1
16 - 2
†
9-6
15 - 1
19 - 1
9-0
14 - 0
17 - 8
8-7
13 - 0
16 - 5
Southern Pine
#3
8-9
12 - 6
15 - 7
8-0
11 - 6
14 - 4
10 - 7
13 - 2
9 - 10
12 - 3
Southern Pine
Stud
8-9
12 - 6
15 - 7
8-0
11 - 6
14 - 4
10 - 7
13 - 2
9 - 10
12 - 3
Southern Pine
Standard
Spruce-Pine-Fir
SS
9 - 10
15 - 9
†
9-4
14 - 11
19 - 11
8 - 10
14 - 2
18 - 11
8-5
13 - 6
18 - 0
Spruce-Pine-Fir
#1
9-7
15 - 5
19 - 4
9-1
14 - 4
17 - 9
8-7
13 - 3
16 - 5
8-3
12 - 4
15 - 3
Spruce-Pine-Fir
#2
9-7
15 - 5
19 - 4
9-1
14 - 4
17 - 9
8-7
13 - 3
16 - 5
8-3
12 - 4
15 - 3
Spruce-Pine-Fir
#3/Stud
8-2
11 - 7
14 - 4
10 - 8
13 - 2
9 - 10
12 - 2
9-2
11 - 4
Spruce-Pine-Fir
Standard
Allowable stud length exceeds 20 feet.
Lumber grade not available or allowable stud length is less than 7 ft. - 9 in. (for 8 ft. wall height).
Maximum stud lengths in Table 3.20B are based on interior zone loads and assume that all studs are sheathed on the exterior with minimum of 3/8 inch wood structural panels and
on the interior with minimum sheathing material. Stud spacings shall be multiplied by 0.85 for framing located within 4 feet of corners to account for the additional end zone
loading requirements.
3
PRESCRIPTIVE DESIGN
12
120
2x4
See Footnote 1.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
183
8/2/2003, 11:57 AM
101256503
184
PRESCRIPTIVE DESIGN
Footnote to Tables 3.20A-B
1
Maximum stud lengths in Tables 3.20 A and B are based on wind loads. For dead and live loads, stud lengths shall be
limited to the requirements in the following table:
2x3
Loadbearing Studs
Supporting
2x4
2x5
2x6
Maximum Unsupported Stud Length (ft.)
10
10
10
2x8
10
Maximum Stud Spacing (in. o.c.)
Roof & Ceiling Only
-
24
24
24
24
1 Floor Only
-
24
24
24
24
Roof, Ceiling, & 1 Floor
Only
-
16
16
24
24
2 Floors Only
-
16
16
24
24
Roof, Ceiling, & 2 Floors
-
-
-
16
24
10
Non-loadbearing Studs
16
Maximum Unsupported Stud Length (ft.)
14
16
20
Maximum Stud Spacing (in. o.c.)
24
24
24
AMERICAN WOOD COUNCIL
20
24
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 3.21
185
Top Plate Splice Requirements for Wind - Exposure B & C
One-Story Slab-on-Grade
Building Dimension (ft.)
Minimum Splice Length (ft.)1,2,3
12
16
20
24
28
32
36
40
50
60
70
80
3
4
5
6
7
8
9
11
13
16
19
22
3
Tabulated splice lengths assume top plate-to-top plate connection using 2-16d
nails per foot. For shorter splice lengths, the nail spacing shall be reduced in order
to provide an equivalent number of nails.
2
Tabulated splice lengths assume a building located in Exposure B or C.
3
Top plates shall be a minimum of stud grade material.
Top Plate Splice Requirements for Wind - Exposure B & C - All Other Cases
Building Dimension (ft.)
Minimum Splice Length (ft.)1,2,3
12
16
20
24
28
32
36
40
50
60
70
80
2
3
4
4
5
6
7
8
10
12
14
16
PRESCRIPTIVE DESIGN
1
1
Tabulated splice lengths assume top plate-to-top plate connection using 2-16d
nails per foot. For shorter splice lengths, the nail spacing shall be reduced in order
to provide an equivalent number of nails.
2
Tabulated splice lengths assume a building located in Exposure B or C.
3
Top plates shall be a minimum of stud grade material.
Top Plate Splice Length
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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186
PRESCRIPTIVE DESIGN
Table 3.22A Header Spans for Exterior Loadbearing Walls
(Supporting a Roof and Ceiling)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 20 psf
Roof Live Load
Ground Snow Load
20 psf
50 psf
30 psf
70 psf
Building Width (ft.)
12
24
36
12
24
36
12
24
36
12
24
36
(ft.-in.)
1,3
Maximum Header/Girder Spans for Common Lumber Species
Headers Supporting
Size
Roof and Ceiling
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-2x4
4-9
3-7
3-0
4-2
2-2x6
6 - 11
5-3
4-5
6-1
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
3-2
2-8
4-7
3 - 11
3-6
2-8
2-3
3-1
2-4
2-0
5-2
3 - 11
3-4
4-6
3-6
2 - 11
2-2x8
8-9
6-7
5-7
7-8
5 - 10
4 - 11
6-6
5-0
4-2
5-9
4-5
3-8
2-2x10
10 - 8
8-1
6-9
9-4
7-2
6-0
7 - 11
6-1
5-1
7-0
5-4
4-6
2-2x12
12 - 5
9-5
7 - 10
10 - 10
8-3
7-0
9-2
7-0
5 - 11
8-2
6-3
5-3
3-2x8
11 - 0
8-4
6 - 11
9-7
7-4
6-2
8-2
6-3
5-3
7-2
5-6
4-8
3-2x10
13 - 5
10 - 2
8-6
11 - 9
8 - 11
7-6
9 - 11
7-7
6-5
8-9
6-9
5-8
3-2x12
15 - 7
11 - 9
9 - 10
13 - 7
10 - 4
8-9
11 - 6
8 - 10
7-5
10 - 2
7 - 10
6-7
4-2x8
12 - 8
9-7
8-0
11 - 1
8-5
7-1
9-5
7-2
6-0
8-4
6-4
5-4
4-2x10
15 - 6
11 - 8
9-9
13 - 6
10 - 4
8-8
11 - 6
8-9
7-5
10 - 2
7-9
6-6
4-2x12
¤
13 - 7
11 - 4
15 - 8
12 - 0
10 - 1
13 - 4
10 - 2
8-7
11 - 9
9-0
7-7
Maximum Header/Girder Spans for Glued Laminated Beams2,3
Size
¤
1
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
3x5.500
8-4
6 - 11
5-9
3x6.875
10 - 5
8-8
7-2
3x8.250
12 - 6
10 - 4
8-7
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
7-5
6-3
9-3
7 - 10
5-0
6-3
5-1
3 - 11
5-7
4-2
3-3
6-3
7 - 10
6-5
4 - 10
7-0
5-3
11 - 2
4-1
9-4
7-6
9-5
7-8
5 - 10
8-5
6-4
4 - 10
5-8
3x9.625
14 - 7
12 - 1
10 - 0
13 - 0
10 - 11
8 - 10
11 - 0
9-0
6 - 10
9 - 10
7-4
3x11.000
¤
13 - 10
11 - 5
14 - 10
12 - 6
10 - 1
12 - 6
10 - 3
7-9
11 - 2
8-5
6-6
3x12.375
¤
15 - 7
12 - 11
¤
14 - 0
11 - 4
14 - 1
11 - 6
8-9
12 - 7
9-6
7-4
3x13.750
¤
¤
14 - 4
¤
15 - 7
12 - 7
15 - 8
12 - 10
9-9
14 - 0
10 - 6
8-1
3x15.125
¤
¤
15 - 9
¤
¤
13 - 10
¤
14 - 1
10 - 8
15 - 5
11 - 7
8 - 11
3x16.500
¤
¤
¤
¤
¤
15 - 1
¤
15 - 4
11 - 8
¤
12 - 7
9-9
3x17.875
¤
¤
¤
¤
¤
¤
¤
¤
12 - 8
¤
13 - 8
10 - 7
3x19.250
¤
¤
¤
¤
¤
¤
¤
¤
13 - 7
¤
14 - 9
11 - 4
3x20.625
¤
¤
¤
¤
¤
¤
¤
¤
14 - 7
¤
15 - 9
12 - 2
3x22.000
¤
¤
¤
¤
¤
¤
¤
¤
15 - 7
¤
¤
13 - 0
5x5.500
9 - 10
8-2
7-3
8 - 10
7-5
6-7
7-5
6-3
5-7
6-8
5-7
4 - 10
5x6.875
12 - 4
10 - 3
9-1
11 - 0
9-3
8-3
9-3
7 - 10
7-0
8-4
7-0
6-0
5x9.625
¤
14 - 4
12 - 9
15 - 5
12 - 11
11 - 6
13 - 0
10 - 11
9-9
11 - 8
9-9
8-5
5x11.000
¤
¤
14 - 7
¤
14 - 9
13 - 2
14 - 10
12 - 6
11 - 1
13 - 3
11 - 2
9-7
5x12.375
¤
¤
¤
¤
¤
14 - 10
¤
14 - 0
12 - 6
14 - 11
12 - 7
10 - 10
5x15.125
¤
¤
¤
¤
¤
¤
¤
¤
15 - 4
¤
15 - 4
13 - 2
5x16.500
¤
¤
¤
¤
¤
¤
¤
Maximum allowable header/girder span exceeds 16 feet, spans are limited to 16 feet.
¤
¤
¤
¤
14 - 5
Tabulated spans are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater Fb and E from the Supplement (i.e.,
Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir). For #3 Grade lumber, spans shall be multiplied by 0.75.
2
Tabulated spans assume a 24F combination glulam with a minimum F bx = 2,400 psi, F vx = 155 psi, and E = 1,500,000 psi.
3
The number of jack studs required at each end of the header shall be determined from Table 3.22F.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
187
Table 3.22B Header Spans for Exterior Loadbearing Walls
(Supporting a Roof, Ceiling, and One Center Bearing Floor)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 20 psf
Roof Live Load
Ground Snow Load
20 psf
50 psf
30 psf
70 psf
Building Width (ft.)
12
24
36
12
24
36
12
24
36
12
24
36
3
Maximum Header/Girder Spans for Common Lumber Species1,3
Size
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-2x4
3 - 10
3-0
2-7
3-5
2-9
2-4
3-1
2-5
2-0
2-9
2-2
1 - 10
2-2x6
5-7
4-5
3-9
5-1
4-0
3-4
4-6
3-6
3-0
4-1
3-2
2-8
2-2x8
7-1
5-7
4-9
6-5
5-0
4-3
5-8
4-5
3-9
5-2
4-0
3-5
2-2x10
8-8
6 - 10
5-9
7 - 10
6-2
5-3
6 - 11
5-5
4-7
6-4
4 - 11
4-2
2-2x12
10 - 1
7 - 11
6-8
9-1
7-1
6-1
8-0
6-3
5-4
7-4
5-8
4 - 10
3-2x8
8 - 11
7-0
5 - 11
8-0
6-4
5-4
7-1
5-7
4-9
6-5
5-0
4-3
3-2x10
10 - 10
8-6
7-3
9 - 10
7-8
6-6
8-8
6-9
5-9
7 - 11
6-2
5-2
3-2x12
12 - 7
9 - 10
8-5
11 - 4
8 - 11
7-7
10 - 1
7 - 10
6-8
9-2
7-1
6-0
Roof, Ceiling, and
One Center Bearing
Floor
4-2x8
10 - 3
8-1
6 - 10
9-3
7-3
6-2
8-2
6-5
5-5
7-5
5 - 10
4 - 11
4-2x10
12 - 7
9 - 10
8-4
11 - 4
8 - 11
7-7
10 - 0
7 - 10
6-8
9-1
7-1
6-0
4-2x12
14 - 7
11 - 5
9-8
13 - 1
10 - 4
8-9
11 - 7
9-1
7-8
10 - 7
8-3
7-0
(ft.-in.)
(ft.-in.)
(ft.-in.)
PRESCRIPTIVE DESIGN
Headers Supporting
2,3
Maximum Header/Girder Spans for Glued Laminated Beams
Size
¤
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
3x5.500
7-9
5-9
3x6.875
9-8
7-2
4-5
7-1
5-3
4-0
6-1
4-3
3-4
5-5
3-8
2 - 11
5-6
8 - 10
6-6
5-0
7-7
5-4
4-2
6 - 10
4-7
3-7
3x8.250
11 - 8
3x9.625
13 - 7
8-8
6-7
10 - 7
7 - 10
6-0
9-1
6-5
5-0
8-2
5-6
4-4
10 - 1
7-9
12 - 4
9-2
7-1
10 - 8
7-6
5 - 10
9-6
6-5
3x11.000
15 - 6
5-1
11 - 6
8 - 10
14 - 1
10 - 5
8-1
12 - 2
8-6
6-8
10 - 10
7-4
5-9
3x12.375
3x13.750
¤
13 - 0
9 - 11
15 - 11
11 - 9
9-1
13 - 8
9-7
7-6
12 - 3
8-3
6-6
¤
14 - 5
11 - 0
¤
13 - 0
10 - 1
15 - 2
10 - 8
8-4
13 - 7
9-2
7-3
3x15.125
¤
15 - 10
12 - 2
¤
14 - 4
11 - 1
¤
11 - 9
9-2
14 - 11
10 - 1
7 - 11
3x16.500
¤
¤
13 - 3
¤
15 - 8
12 - 1
¤
12 - 10
10 - 0
¤
11 - 0
8-8
3x17.875
¤
¤
14 - 4
¤
¤
13 - 1
¤
13 - 10
10 - 10
¤
11 - 11
9-5
3x19.250
¤
¤
15 - 5
¤
¤
14 - 1
¤
14 - 11
11 - 8
¤
12 - 10
10 - 1
3x20.625
¤
¤
¤
¤
¤
15 - 1
¤
16 - 0
12 - 6
¤
13 - 9
10 - 10
3x22.000
¤
¤
¤
¤
¤
¤
¤
¤
13 - 4
¤
14 - 8
11 - 7
5x5.500
9-2
7-7
6-8
8-4
7-0
6-1
7-2
6-0
4 - 11
6-6
5-5
4-2
5x6.875
11 - 6
9-6
8-4
10 - 6
8-8
7-7
9-0
7-6
6-2
8-1
6-9
5-3
5x9.625
¤
13 - 3
11 - 9
14 - 8
12 - 2
10 - 8
12 - 7
10 - 6
8-8
11 - 4
9-6
7-4
5x11.000
¤
15 - 2
13 - 5
¤
13 - 11
12 - 2
14 - 5
12 - 0
9 - 10
13 - 0
10 - 10
8-5
5x12.375
¤
¤
15 - 1
¤
15 - 8
13 - 9
¤
13 - 6
11 - 1
14 - 7
12 - 3
9-5
5x15.125
¤
¤
¤
¤
¤
¤
¤
¤
13 - 7
¤
14 - 11
11 - 7
5x16.500
¤
¤
¤
¤
¤
¤
¤
Maximum allowable header/girder span exceeds 16 feet, spans are limited to 16 feet.
¤
14 - 10
¤
¤
12 - 7
1
Tabulated spans are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater Fb and E from the Supplement (i.e.,
Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir). For #3 Grade lumber, spans shall be multiplied by 0.75.
2
Tabulated spans assume a 24F combination glulam with a minimum F bx = 2,400 psi, F vx = 155 psi, and E = 1,500,000 psi.
The number of jack studs required at each end of the header shall be determined from Table 3.22F.
3
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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101256503
188
PRESCRIPTIVE DESIGN
Table 3.22C Header Spans for Exterior Loadbearing Walls
(Supporting a Roof, Ceiling, and One Clear Span Floor)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 20 psf
Roof Live Load
Ground Snow Load
20 psf
50 psf
30 psf
70 psf
Building Width (ft.)
12
24
36
12
24
36
12
24
36
12
24
36
(ft.-in.)
(ft.-in.)
(ft.-in.)
1,3
Maximum Header/Girder Spans for Common Lumber Species
Headers Supporting
Roof, Ceiling, and
One Clear Span
Floor
Size
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-2x4
3-5
2-7
2-2
3-3
2-5
2-1
2 - 11
2-3
1 - 11
2-8
2-1
1-9
2-2x6
5-0
3-9
3-2
4-9
3-7
3-0
4-3
3-4
2 - 10
3 - 11
3-0
2-7
2-2x8
6-4
4 - 10
4-0
6-0
4-6
3 - 10
5-5
4-2
3-7
5-0
3 - 10
3-3
2-2x10
7-9
5 - 10
4 - 11
7-4
5-7
4-8
6-7
5-2
4-4
6-1
4-8
4-0
2-2x12
9-0
6 - 10
5-8
8-6
6-5
5-5
7-8
5 - 11
5-0
7-0
5-5
4-7
3-2x8
8-0
6-0
5-0
7-6
5-8
4-9
6-9
5-3
4-5
6-3
4 - 10
4-1
3-2x10
9-9
7-4
6-2
9-2
6 - 11
5 - 10
8-4
6-5
5-5
7-7
5 - 10
5-0
3-2x12
11 - 3
8-6
7-1
10 - 8
8-1
6-9
9-7
7-5
6-3
8 - 10
6 - 10
5-9
4-2x8
9-2
6 - 11
5 - 10
8-8
6-7
5-6
7 - 10
6-1
5-2
7-2
5-7
4-8
4-2x10
11 - 3
8-6
7-1
10 - 7
8-0
6-9
9-7
7-5
6-3
8-9
6-9
5-9
4-2x12
13 - 0
9 - 10
8-3
12 - 3
9-4
7-9
11 - 1
8-7
7-3
10 - 2
7 - 10
6-8
(ft.-in.)
(ft.-in.)
Maximum Header/Girder Spans for Glued Laminated Beams2,3
¤
Size
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
3x5.500
6 - 10
4-6
3-5
6-8
3x6.875
8-6
5-8
4-4
8-4
3x8.250
10 - 3
6-9
5-2
10 - 0
3x9.625
12 - 0
7 - 11
6-0
11 - 8
3x11.000
13 - 8
9-1
6 - 11
3x12.375
15 - 4
10 - 2
3x13.750
¤
11 - 4
3x15.125
¤
3x16.500
¤
3x17.875
3x19.250
3x20.625
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
4-5
3-4
5 - 11
3 - 11
3-1
5-1
3-5
2-8
5-6
4-3
7-4
4 - 11
3 - 10
6-5
4-3
3-5
6-8
5-1
8 - 10
5 - 10
4-7
7-8
5-2
4-1
7-9
5 - 11
10 - 4
6 - 10
5-4
8 - 11
6-0
4-9
13 - 4
8 - 10
6-9
11 - 10
7 - 10
6-1
10 - 2
6 - 10
5-5
7-9
15 - 0
9 - 11
7-7
13 - 3
8 - 10
6 - 11
11 - 6
7-8
6-1
8-7
¤
11 - 1
8-5
14 - 9
9-9
7-8
12 - 9
8-7
6-9
12 - 5
9-6
¤
12 - 2
9-3
¤
10 - 9
8-5
14 - 0
9-5
7-5
13 - 7
10 - 4
¤
13 - 3
10 - 1
¤
11 - 9
9-2
15 - 4
10 - 3
8-1
¤
14 - 9
11 - 2
¤
14 - 4
11 - 0
¤
12 - 9
9 - 11
¤
11 - 1
8-9
¤
15 - 10
12 - 1
¤
15 - 6
11 - 10
¤
13 - 8
10 - 8
¤
12 - 0
9-5
¤
¤
12 - 11
¤
¤
12 - 8
¤
14 - 8
11 - 6
¤
12 - 10
10 - 2
3x22.000
¤
¤
13 - 9
¤
¤
13 - 6
¤
15 - 8
12 - 3
¤
13 - 8
10 - 10
5x5.500
8-1
6-6
5-2
7 - 11
6-4
5-0
7-0
5 - 10
4-6
6-4
5-1
3 - 11
5x6.875
10 - 1
8-1
6-5
9 - 11
7 - 11
6-3
8-9
7-3
5-7
7 - 11
6-4
4 - 10
5x9.625
14 - 2
11 - 4
9-0
13 - 10
11 - 2
8-9
12 - 3
10 - 2
7 - 10
11 - 1
8 - 11
6 - 10
5x11.000
¤
12 - 11
10 - 3
15 - 10
12 - 9
10 - 0
14 - 0
11 - 7
9-0
12 - 8
10 - 2
7-9
5x12.375
¤
14 - 7
11 - 6
¤
14 - 4
11 - 3
15 - 9
13 - 1
10 - 1
14 - 4
11 - 5
8-9
5x15.125
¤
¤
14 - 1
¤
¤
13 - 9
¤
16 - 0
12 - 4
¤
14 - 0
10 - 8
¤
13 - 5
¤
15 - 3
11 - 8
5x16.500
¤
¤
15 - 5
¤
¤
15 - 0
¤
Maximum allowable header/girder span exceeds 16 feet, spans are limited to 16 feet.
1
Tabulated spans are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater Fb and E from the Supplement (i.e.,
Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir). For #3 Grade lumber, spans shall be multiplied by 0.75.
2
Tabulated spans assume a 24F combination glulam with a minimum F bx = 2,400 psi, F vx = 155 psi, and E = 1,500,000 psi.
The number of jack studs required at each end of the header shall be determined from Table 3.22F.
3
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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101256503
WOOD FRAME CONSTRUCTION MANUAL
189
Table 3.22D Header Spans for Exterior Loadbearing Walls
(Supporting a Roof, Ceiling, and Two Center Bearing Floors)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 20 psf
Roof Live Load
Ground Snow Load
20 psf
30 psf
50 psf
70 psf
Building Width (ft.)
12
24
36
12
24
36
12
24
36
12
24
36
(ft.-in.)
(ft.-in.)
1-9
3
Maximum Header/Girder Spans for Common Lumber Species1,3
Size
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-2x4
3-2
2-6
2-1
3-0
2-2x6
4-8
3-8
3-1
4-5
2-2x8
5 - 11
4-7
3 - 11
2-2x10
7-2
5-7
2-2x12
8-4
6-6
3-2x8
7-5
5-9
3-2x10
9-0
7-0
3-2x12
10 - 5
8-2
4-2x8
8-6
6-8
4-2x10
10 - 5
4-2x12
12 - 1
Roof, Ceiling, and
Two Center Bearing
Floors
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-4
2-0
2-9
2-2
1 - 10
2-7
2-0
3-5
2 - 11
4-0
3-2
2-9
3-9
2 - 11
2-6
5-7
4-4
3-8
5-1
4-1
3-5
4-9
3-9
3-2
4-9
6 - 10
5-4
4-6
6-3
4 - 11
4-3
5-9
4-6
3 - 10
5-6
7 - 11
6-2
5-3
7-3
5-9
4 - 11
6-8
5-3
4-6
4 - 10
7-0
5-5
4-7
6-5
5-1
4-4
5 - 11
4-8
4-0
6-0
8-6
6-8
5-8
7 - 10
6-2
5-3
7-2
5-8
4 - 10
6 - 11
9 - 11
7-9
6-6
9-1
7-2
6-1
8-4
6-7
5-7
5-8
8-1
6-3
5-4
7-5
5 - 10
5-0
6 - 10
5-4
4-7
8-1
6 - 10
9 - 10
7-8
6-6
9-0
7-2
6-1
8-4
6-7
5-7
9-5
8-0
11 - 5
8 - 11
7-7
10 - 5
8-3
7-1
9-8
7-7
6-6
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-7
PRESCRIPTIVE DESIGN
Headers Supporting
2,3
Maximum Header/Girder Spans for Glued Laminated Beams
Size
¤
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
3x5.500
6-4
4-3
3-3
6-2
4-2
3-3
5-4
3-8
2 - 11
4-8
3-3
3x6.875
7 - 11
5-3
4-1
7-9
5-2
4-0
6-8
4-7
3-8
5 - 10
4-1
3-3
3x8.250
9-6
6-4
4 - 11
9-3
6-2
4 - 10
8-0
5-7
4-5
7-1
4 - 11
3 - 11
3x9.625
11 - 1
7-5
5-9
10 - 10
7-3
5-8
9-4
6-6
5-2
8-3
5-9
4-7
3x11.000
12 - 8
8-5
6-7
12 - 4
8-3
6-5
10 - 8
7-5
5 - 11
9-5
6-6
5-3
3x12.375
14 - 4
9-6
7-5
13 - 11
9-4
7-3
12 - 0
8-4
6-8
10 - 7
7-4
5 - 11
3x13.750
15 - 11
10 - 7
8-3
15 - 5
10 - 4
8-1
13 - 4
9-3
7-4
11 - 9
8-2
6-7
3x15.125
¤
11 - 7
9-1
¤
11 - 4
8 - 10
14 - 9
10 - 2
8-1
12 - 11
9-0
7-3
3x16.500
¤
12 - 8
9 - 10
¤
12 - 5
9-8
¤
11 - 1
8 - 10
14 - 1
9 - 10
7 - 10
3x17.875
¤
13 - 9
10 - 8
¤
13 - 5
10 - 6
¤
12 - 0
9-7
15 - 3
10 - 7
8-6
3x19.250
¤
14 - 9
11 - 6
¤
14 - 6
11 - 4
¤
12 - 11
10 - 4
¤
11 - 5
9-2
3x20.625
¤
15 - 10
12 - 4
¤
15 - 6
12 - 1
¤
13 - 10
11 - 1
¤
12 - 3
9 - 10
3x22.000
¤
¤
13 - 2
¤
¤
12 - 11
¤
14 - 10
11 - 9
¤
13 - 1
10 - 6
5x5.500
8-1
6-5
4 - 10
7 - 11
6-3
4-9
7-0
5-7
4-4
6-4
4 - 10
3-9
5x6.875
10 - 1
8-0
6-1
9 - 11
7-9
6-0
8-9
6 - 11
5-4
7 - 11
6-1
4-8
5x9.625
14 - 2
11 - 3
8-6
13 - 10
10 - 11
8-4
12 - 3
9-9
7-6
11 - 1
8-6
6-7
5x11.000
¤
12 - 10
9-9
15 - 10
12 - 5
9-6
14 - 0
11 - 1
8-7
12 - 8
9-8
7-6
5x12.375
¤
14 - 5
11 - 0
¤
14 - 0
10 - 9
15 - 9
12 - 6
9-8
14 - 4
10 - 11
8-6
5x15.125
¤
¤
13 - 5
¤
¤
13 - 1
¤
15 - 3
11 - 10
¤
13 - 4
10 - 4
¤
12 - 11
¤
14 - 6
11 - 3
5x16.500
¤
¤
14 - 7
¤
¤
14 - 4
¤
Maximum allowable header/girder span exceeds 16 feet, spans are limited to 16 feet.
1
Tabulated spans are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater Fb and E from the Supplement (i.e.,
Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir). For #3 Grade lumber, spans shall be multiplied by 0.75.
2
Tabulated spans assume a 24F combination glulam with a minimum F bx = 2,400 psi, F vx = 155 psi, and E = 1,500,000 psi.
The number of jack studs required at each end of the header shall be determined from Table 3.22F.
3
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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8/24/2003, 3:15 PM
101256503
190
PRESCRIPTIVE DESIGN
Table 3.22E Header Spans for Exterior Loadbearing Walls
(Supporting a Roof, Ceiling, and Two Clear Span Floors)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 20 psf
Roof Live Load
Ground Snow Load
20 psf
30 psf
50 psf
70 psf
Building Width (ft.)
12
24
36
12
24
36
12
24
36
12
24
36
(ft.-in.)
(ft.-in.)
(ft.-in.)
Maximum Header/Girder Spans for Common Lumber Species1,3
Headers Supporting
Size
Roof, Ceiling, and
Two Clear Span
Floors
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-2x4
2-8
2-0
1-7
2-6
1 - 11
1-7
2-6
1 - 10
1-6
2-5
1 - 10
1-6
2-2x6
3 - 11
2 - 11
2-6
3-8
2 - 10
2-4
3-7
2-9
2-4
3-7
2-8
2-3
2-2x8
4 - 11
3-9
3-1
4-8
3-7
3-0
4-7
3-6
2 - 11
4-6
3-5
2 - 10
2-2x10
6-0
4-7
3 - 10
5-9
4-4
3-8
5-7
4-3
3-7
5-6
4-2
3-6
2-2x12
7-0
5-3
4-5
6-8
5-0
4-2
6-6
4 - 11
4-1
6-4
4 - 10
4-0
3-7
3-2x8
6-2
4-8
3 - 11
5 - 10
4-5
3-9
5-9
4-4
3-8
5-7
4-3
3-2x10
7-7
5-8
4-9
7-2
5-5
4-6
7-0
5-4
4-5
6 - 10
5-2
4-4
3-2x12
8-9
6-7
5-6
8-4
6-3
5-3
8-2
6-2
5-2
8-0
6-0
5-1
4-1
4-2x8
7-2
5-5
4-6
6-9
5-2
4-4
6-8
5-0
4-2
6-6
4 - 11
4-2x10
8-9
6-7
5-6
8-3
6-3
5-3
8-1
6-2
5-2
7 - 11
6-0
5-0
4-2x12
10 - 1
7-8
6-5
9-7
7-3
6-1
9-5
7-1
6-0
9-2
7-0
5 - 10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
Maximum Header/Girder Spans for Glued Laminated Beams2,3
Size
¤
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
3x5.500
4-9
3-1
2-5
4-8
3-1
2-5
4-6
3-0
2-4
4-4
2 - 11
2-4
3x6.875
5 - 11
3 - 10
3-1
5 - 10
3 - 10
3-0
5-7
3-9
2 - 11
5-5
3-7
2 - 10
3x8.250
7-1
4-8
3-8
7-0
4-7
3-8
6-9
4-5
3-6
6-6
4-4
3-5
4-0
3x9.625
8-3
5-5
4-3
8-2
5-4
4-3
7 - 10
5-2
4-1
7-7
5-1
3x11.000
9-6
6-2
4 - 11
9-4
6-1
4 - 10
9-0
5 - 11
4-8
8-8
5-9
4-7
3x12.375
10 - 8
7-0
5-6
10 - 6
6 - 11
5-5
10 - 1
6-8
5-4
9-9
6-6
5-2
3x13.750
11 - 10
7-9
6-1
11 - 8
7-8
6-1
11 - 3
7-5
5 - 11
10 - 10
7-3
5-9
3x15.125
13 - 0
8-6
6-9
12 - 10
8-5
6-8
12 - 4
8-2
6-6
12 - 0
7 - 11
6-4
3x16.500
14 - 2
9-3
7-4
14 - 0
9-2
7-3
13 - 6
8 - 11
7-1
13 - 0
8-8
6 - 11
3x17.875
15 - 5
10 - 1
7 - 11
15 - 2
9 - 11
7 - 10
14 - 7
9-8
7-8
14 - 2
9-4
7-6
3x19.250
¤
10 - 10
8-7
¤
10 - 8
8-6
15 - 9
10 - 5
8-3
15 - 3
10 - 1
8-0
3x20.625
¤
11 - 7
9-2
¤
11 - 6
9-1
¤
11 - 2
8 - 10
¤
10 - 10
8-7
3x22.000
¤
12 - 5
9-9
¤
12 - 3
9-8
¤
11 - 10
9-5
¤
11 - 6
9-2
5x5.500
6-7
4-7
3-6
6-6
4-6
3-5
6-4
4-4
3-4
6-2
4-2
3-3
5x6.875
8-3
5-8
4-4
8-2
5-7
4-3
8-0
5-5
4-2
7-9
5-3
4-0
5x9.625
11 - 7
8-0
6-1
11 - 5
7 - 10
6-0
11 - 2
7-7
5 - 10
10 - 10
7-4
5-8
5x11.000
13 - 3
9-1
6 - 11
13 - 1
9-0
6 - 10
12 - 9
8-8
6-7
12 - 5
8-5
6-5
5x12.375
14 - 11
10 - 3
7-9
14 - 9
10 - 1
7-8
14 - 4
9-9
7-5
14 - 0
9-5
7-3
5x15.125
¤
12 - 6
9-6
¤
12 - 4
9-5
¤
11 - 11
9-1
¤
11 - 6
8 - 10
5x16.500
¤
13 - 8
10 - 5
¤
13 - 6
10 - 3
¤
Maximum allowable header/girder span exceeds 16 feet, spans are limited to 16 feet.
13 - 0
9 - 11
¤
12 - 7
9-8
1
Tabulated spans are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater Fb and E from the Supplement (i.e.,
Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir). For #3 Grade lumber, spans shall be multiplied by 0.75.
2
Tabulated spans assume a 24F combination glulam with a minimum F bx = 2,400 psi, F vx = 155 psi, and E = 1,500,000 psi.
The number of jack studs required at each end of the header shall be determined from Table 3.22F.
3
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
190
8/24/2003, 3:18 PM
101256503
WOOD FRAME CONSTRUCTION MANUAL
191
TABLE 3.22F
Table 3.22F Jack Stud Requirements
JACK STUD REQUIREMENTS
FOR HEADERS IN EXTERIOR LOADBEARING WALLS
(For Headers in Exterior Loadbearing Walls)
Roof Live Load
20 psf
3"
4.5"
(2-2x) (3-2x)
Header
Supporting
Header
Span (ft.)
5"
Ground Snow Load
50 psf
30 psf
6"
3"
4.5"
(4-2x) (2-2x) (3-2x)
5"
Header Width
6"
3"
4.5"
(4-2x) (2-2x) (3-2x)
5"
70 psf
6"
3"
4.5"
(4-2x) (2-2x) (3-2x)
Number of Jack Studs Required at Each End of the Header
5"
6"
(4-2x)
PRESCRIPTIVE DESIGN
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
4
1
1
1
1
2
1
1
1
2
1
1
1
2
2
2
1
6
2
1
1
1
2
2
1
1
3
2
2
2
3
2
2
2
Roof and
8
2
2
2
1
3
2
2
2
3
2
2
2
4
3
3
2
Ceiling
10
3
2
2
2
3
2
2
2
4
3
3
2
5
4
3
3
12
3
2
2
2
4
3
2
2
5
3
3
3
6
4
4
3
14
4
3
2
2
4
3
3
2
5
4
3
3
7
5
4
4
16
4
3
3
2
5
3
3
3
6
4
4
3
8
5
5
4
2
1
1
1
1
1
1
1
1
1
1
1
1
2
1
1
1
4
2
1
1
1
2
1
1
1
2
2
2
1
3
2
2
2
Roof, Ceiling,
6
2
2
2
1
3
2
2
2
3
2
2
2
4
3
2
2
and One
8
3
2
2
2
3
2
2
2
4
3
3
2
5
3
3
3
Center
10
4
3
2
2
4
3
3
2
5
3
3
3
6
4
4
3
Bearing Floor
12
4
3
3
2
5
3
3
3
6
4
4
3
7
5
4
4
14
5
3
3
3
5
4
3
3
7
5
4
4
8
6
5
4
16
5
4
3
3
6
4
4
3
8
5
5
4
9
6
6
5
2
1
1
1
1
1
1
1
1
1
1
1
1
2
1
1
1
4
2
2
2
1
2
2
2
1
2
2
2
1
3
2
2
2
6
3
2
2
2
3
2
2
2
3
2
2
2
4
3
3
2
Roof, Ceiling,
8
4
3
3
2
4
3
3
2
4
3
3
2
5
4
3
3
and One Clear
10
5
3
3
3
5
3
3
3
5
4
3
3
6
4
4
3
Span Floor
12
6
4
4
3
6
4
4
3
6
4
4
3
8
5
5
4
14
6
4
4
3
7
5
4
4
7
5
5
4
9
6
5
5
16
7
5
5
4
7
5
5
4
8
6
5
4
10
7
6
5
2
1
1
1
1
1
1
1
1
2
1
1
1
2
1
1
1
4
2
2
2
1
2
2
2
1
3
2
2
2
3
2
2
2
Roof, Ceiling,
6
3
2
2
2
3
2
2
2
4
3
2
2
4
3
3
2
and Two
8
4
3
3
2
4
3
3
2
5
3
3
3
5
4
3
3
Center
10
5
3
3
3
5
4
3
3
6
4
4
3
7
5
4
4
Bearing
12
6
4
4
3
6
4
4
3
7
5
4
4
8
5
5
4
Floors
14
7
5
4
4
7
5
4
4
8
5
5
4
9
6
6
5
16
8
5
5
4
8
5
5
4
9
6
5
5
10
7
6
5
2
2
1
1
1
2
1
1
1
2
1
1
1
2
2
1
1
4
3
2
2
2
3
2
2
2
3
2
2
2
4
3
2
2
Roof, Ceiling,
6
5
3
3
3
5
3
3
3
5
3
3
3
5
4
3
3
and Two
8
6
4
4
3
6
4
4
3
6
4
4
3
7
5
4
4
Clear Span
10
7
5
5
4
8
5
5
4
8
5
5
4
8
6
5
4
Floors
12
9
6
5
5
9
6
6
5
9
6
6
5
10
7
6
5
14
10
7
6
5
10
7
6
5
11
7
7
6
11
8
7
6
16
12
8
7
6
12
8
7
6
12
8
8
6
13
9
8
7
1
Jack stud requirements are based on a roof span (W) of 36 feet. For other roof spans, the tabulated number of jack studs required at each end of the header
shall be multiplied by (W + 12)/48.
2
Where the number of jack studs equals 1, the header shall be permitted to be supported by a framing anchor attached to the full-height wall stud.
3
An equivalent number of full height studs are permitted to replace jack studs, when adequate gravity connections are provided.
AMERICAN FOREST & PAPER ASSOCIATION
3
1,2,3
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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192
PRESCRIPTIVE DESIGN
Table 3.23A Header Spans for Exterior Loadbearing Walls Resisting Wind Loads Exposure B
Three Second Gust Wind Speed
(mph)
85
90
100
110
120
130
140
150
Maximum Header/Girder Spans for Common Lumber Species1,2,3,4,6
Size
(ft.-in.)
2-2x4
7-1
6-8
6-0
5-5
5-0
4-7
4-3
4-0
2-2x6
8-5
7 - 11
7-2
6-6
6-0
5-6
5-1
4-9
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-2x8
9-3
8-9
7 - 11
7-2
6-7
6-1
5-8
5-3
2-2x10
10 - 3
9-8
8-9
7 - 11
7-3
6-8
6-3
5 - 10
2-2x12
10 - 9
10 - 2
9-2
8-4
7-8
7-1
6-7
6-1
3-2x8
11 - 4
10 - 9
9-8
8-9
8-1
7-5
6 - 11
6-5
3-2x10
12 - 7
11 - 10
10 - 8
9-8
8 - 11
8-3
7-7
7-1
3-2x12
13 - 2
12 - 6
11 - 3
10 - 2
9-4
8-8
8-0
7-6
4-2x8
13 - 2
12 - 5
11 - 2
10 - 2
9-4
8-7
8-0
7-5
4-2x10
14 - 6
13 - 8
12 - 4
11 - 2
10 - 3
9-6
8 - 10
8-3
4-2x12
15 - 3
14 - 5
13 - 0
11 - 9
10 - 10
10 - 0
9-3
8-8
Maximum Header/Girder Spans for Glued Laminated Beams1,2,3,5,6
¤
Size
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
3x5.500
12 - 9
12 - 0
10 - 10
3x6.875
14 - 3
13 - 5
12 - 1
3x8.250
15 - 7
14 - 8
13 - 3
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
9 - 10
9-0
8-4
7-9
7-2
11 - 0
10 - 1
9-4
8-8
8-1
12 - 0
11 - 0
10 - 2
9-5
8 - 10
3x9.625
¤
15 - 11
14 - 4
13 - 0
11 - 11
11 - 0
10 - 3
9-6
3x11.000
¤
¤
15 - 3
13 - 11
12 - 9
11 - 9
10 - 11
10 - 2
3x12.375
¤
¤
¤
14 - 9
13 - 6
12 - 6
11 - 7
10 - 10
3x13.750
¤
¤
¤
15 - 6
14 - 3
13 - 2
12 - 2
11 - 5
3x15.125
¤
¤
¤
¤
14 - 11
13 - 9
12 - 10
11 - 11
3x16.500
¤
¤
¤
¤
15 - 7
14 - 5
13 - 4
12 - 6
3x17.875
¤
¤
¤
¤
¤
15 - 0
13 - 11
13 - 0
3x19.250
¤
¤
¤
¤
¤
15 - 7
14 - 5
13 - 6
3x20.625
¤
¤
¤
¤
¤
¤
14 - 11
13 - 11
3x22.000
¤
¤
¤
¤
¤
¤
15 - 5
14 - 5
3x23.375
¤
¤
¤
¤
¤
¤
15 - 11
14 - 10
3x24.750
¤
¤
¤
¤
¤
¤
¤
15 - 3
5x5.500
¤
¤
¤
15 - 11
14 - 7
13 - 6
12 - 6
11 - 8
5x6.875
¤
¤
¤
¤
¤
15 - 1
14 - 0
13 - 1
5x8.250
¤
¤
¤
¤
¤
¤
15 - 4
14 - 4
¤
¤
¤
15 - 6
¤
¤
¤
¤
5x9.625
Maximum allowable header/girder spans are limited to 16 feet.
1
Tabulated header spans shall be permitted to be divided by 0.96, for framing not located within 8 feet
of building corners.
2
Tabulated spans assume a building located in Exposure B.
The number of jack studs required at each end of the header shall be determined from Table 3.22F.
3
4
5
6
Tabulated values are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater
Fb and E from the Supplement (i.e., Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir).
Tabulated spans assume 24F combination glulam with a minimum Fby = 1,250 psi.
The number of full height studs required at each end of the header shall be determined in accordance
with Table 3.23C.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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193
Table 3.23B Header Spans for Exterior Non-Loadbearing Walls and Window Sill
Plate Spans Resisting Wind Loads - Exposure B
Three Second Gust Wind Speed
(mph)
85
90
100
110
120
130
140
150
Maximum Header/Girder Spans for Common Lumber Species1,2,3,4,5
Size
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
1-2x4 (flat)
7-3
6 - 10
6-2
5-7
5-2
4-9
4-5
4-1
1-2x6 (flat)
10 - 7
10 - 0
9-0
8-3
7-6
6 - 11
6-5
6-0
2-2x4 (flat)
10 - 9
10 - 2
9-2
8-4
7-8
7-1
6-6
6-1
15 - 9
14 - 11
13 - 5
12 - 2
11 - 2
10 - 4
9-7
8 - 11
2-2x6 (flat)
Tabulated header spans shall be permitted to be divided by 0.96, for framing not located within 8 feet of building corners.
2
Tabulated spans assume a building located in Exposure B.
3
Tabulated header spans are based on 10 foot wall heights. For other wall heights, H, the tabulated header spans shall be divided
4
5
by (H/10)1/2.
Tabulated values are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater Fb and E from the
Supplement (i.e., Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir).
The number of full height studs required at each end of the header shall be determined in accordance with Table 3.23C.
3
PRESCRIPTIVE DESIGN
1
(ft.-in.)
Table 3.23C Full Height Stud Requirements for Headers or Window Sill Plates in
Exterior Walls Resisting Wind Loads - Exposure B & C
Wall Stud Spacing (in.)
Header Span (ft.)
1
12
16
24
Number of Full Height Stud Required at Each
End of the Header1
2
1
1
1
4
2
2
1
6
3
3
2
8
4
3
2
10
5
4
3
12
6
5
3
14
7
6
4
16
8
6
4
The number of full height studs required at each end of the
header shall be permitted to be reduced in accordance with
the requirements of Section 3.4.1.4.2 and Table 3.23D.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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PRESCRIPTIVE DESIGN
Table 3.23D Reduced Full Height Stud Requirements for Headers or Window Sill
Plates in Exterior Walls Resisting Wind Loads - Exposure B & C
Distance from Top Plate Down to Header (a) or Distance from Bottom Plate Up to Window Sill Plate (b) to
Wall Height (x/h), where x is the larger of a or b
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
Wall Stud
Spacing (in.)
12
16
24
1
1
Header Span (ft.)
Number of Full Height Stud Required at Each End of the Header
1
1
1
1
1
1
1
1
1
1
1
2
4
1
1
2
2
2
2
2
2
2
1
1
6
1
2
2
3
3
3
3
3
2
2
1
8
1
2
3
4
4
4
4
4
3
2
1
10
1
2
4
5
5
5
5
5
4
2
1
12
1
3
4
6
6
6
6
6
4
3
1
14
1
3
5
6
7
7
7
6
5
3
1
16
1
3
6
7
8
8
8
7
6
3
1
2
1
1
1
1
1
1
1
1
1
1
1
4
1
1
1
2
2
2
2
2
1
1
1
6
1
1
2
2
3
3
3
2
2
1
1
8
1
2
2
3
3
3
3
3
2
2
1
10
1
2
3
4
4
4
4
4
3
2
1
12
1
2
3
4
5
5
5
4
3
2
1
14
1
2
4
5
6
6
6
5
4
2
1
16
1
3
4
6
6
6
6
6
4
3
1
2
1
1
1
1
1
1
1
1
1
1
1
4
1
1
1
1
1
1
1
1
1
1
1
6
1
1
1
2
2
2
2
2
1
1
1
8
1
1
2
2
2
2
2
2
2
1
1
10
1
1
2
3
3
3
3
3
2
1
1
12
1
2
2
3
3
3
3
3
2
2
1
14
1
2
3
3
4
4
4
3
3
2
1
16
1
2
3
4
4
4
4
4
3
2
1
The capacity of the connection of the top or bottom plate to each full height stud shall be equal to the unit lateral load (w) given on Table 3.5
times half of the header span (L/2) divided by the required number of full height studs (NFH) selected from 3.23D.
Top or Bottom Plate to Each Full Height Stud Connection = w*(L/2)/NFH
Doub le Top Plate
a
Hea der
Full Height
Stud
Jack Stud
Windo w
Sil l Plate
h
b
Bottom Plate
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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195
Table 3.24A Header Spans for Interior Loadbearing Walls
(Supporting One Center Bearing Floor)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 10 psf
Building Width (ft.)
12
24
36
Maximum Header/Girder Spans for
Common Lumber Species1,3,4
Headers Supporting
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-2x4
4-4
3-1
2-6
2-2x6
6-5
4-6
3-8
2-2x8
8-1
5-9
4-8
2-2x10
9 - 11
7-0
5-9
2-2x12
11 - 6
8-1
6-7
3-2x8
10 - 2
7-2
5 - 10
3-2x10
12 - 5
8-9
7-2
3-2x12
14 - 4
10 - 2
8-3
4-2x8
11 - 6
8-3
6-9
4-2x10
14 - 4
10 - 1
8-3
4-2x12
¤
11 - 9
9-7
3
PRESCRIPTIVE DESIGN
One Floor Only
(Center Bearing)
Size
Maximum Header/Girder Spans for Glued
Laminated Beams2,3,4
Size
¤
1
2
(ft.-in.)
(ft.-in.)
(ft.-in.)
3x5.500
7-3
5-9
4-4
3x6.875
9-1
7-3
5-5
3x8.250
10 - 11
8-8
6-6
3x9.625
12 - 9
10 - 1
7-7
3x11.000
14 - 7
11 - 7
8-8
3x12.375
¤
13 - 0
9-9
3x13.750
¤
14 - 5
10 - 10
3x15.125
¤
15 - 11
11 - 11
3x16.500
¤
¤
13 - 0
3x17.875
¤
¤
14 - 1
5x5.500
8-8
6 - 10
6-0
5x6.875
10 - 9
8-7
7-6
5x9.625
15 - 1
12 - 0
10 - 6
5x11.000
¤
13 - 8
12 - 0
5x12.375
¤
15 - 5
13 - 5
5x13.750
¤
¤
15 - 0
5x15.125
¤
¤
¤
Maximum allowable header/girder span exceeds 16 feet, spans are
limited to 16 feet.
Tabulated spans are based on #2 Grade Hem-Fir, and are applicable
to species with equal or greater Fb and E from the Supplement (i.e.,
Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir). For #3 Grade
lumber, spans shall be multiplied by 0.75.
Tabulated spans assume a 24F combination glulam with a minimum
Fbx = 2,400 psi, F vx = 155 psi, and E = 1,500,000 psi.
3
Tabulated spans assume headers supporting single span floor joists.
For headers supporting continuous two span floor joists tabulated
spans shall be multiplied by 0.89.
4
The number of jack studs required at each end of the header shall be
determined from Table 3.24C.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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196
PRESCRIPTIVE DESIGN
Table 3.24B Header Spans for Interior Loadbearing Walls
(Supporting Two Center Bearing Floors)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 10 psf
Building Width (ft.)
12
24
36
Maximum Header/Girder Spans for
1,3,4
Common Lumber Species
Headers Supporting
Two Floors Only
(Center Bearing)
Size
(ft.-in.)
(ft.-in.)
(ft.-in.)
2-2x4
2 - 10
2-1
1-8
2-2x6
4-2
3-1
2-6
2-2x8
5-4
3 - 11
3-3
2-2x10
6-6
4-9
3 - 11
2-2x12
7-6
5-6
4-7
3-2x8
6-8
4 - 10
4-0
3-2x10
8-1
6-0
4 - 11
3-2x12
9-5
6 - 11
5-9
4-2x8
7-8
5-8
4-8
4-2x10
9-4
6 - 10
5-8
4-2x12
10 - 10
8-0
6-7
Maximum Header/Girder Spans for Glued
2,3,4
Laminated Beams
Size
¤
(ft.-in.)
(ft.-in.)
(ft.-in.)
3x5.500
5-4
3-3
2-6
3x6.875
6-8
4-1
3-2
3x8.250
8-0
4 - 11
3 - 10
3x9.625
9-4
5-9
4-5
3x11.000
10 - 8
6-7
5-1
3x12.375
12 - 0
7-5
5-9
3x13.750
13 - 4
8-3
6-4
3x15.125
14 - 8
9-1
7-0
3x16.500
16 - 0
9 - 10
7-7
3x17.875
¤
10 - 8
8-3
3x19.250
¤
11 - 6
8 - 11
3x20.625
¤
12 - 4
9-6
3x22.000
¤
13 - 2
10 - 2
3x23.375
¤
14 - 0
10 - 9
3x24.750
¤
14 - 10
11 - 5
5x5.500
6 - 10
4 - 10
3-7
5x6.875
8-7
6-1
4-6
5x9.625
12 - 0
8-6
6-4
5x11.000
13 - 8
9-9
7-3
5x12.375
15 - 5
11 - 0
8-2
5x15.125
¤
13 - 5
10 - 0
5x16.500
¤
14 - 7
10 - 10
5x17.875
¤
15 - 10
11 - 9
5x19.250
¤
¤
12 - 8
5x20.625
¤
¤
13 - 7
Maximum allowable header/girder span exceeds 16 feet, spans are
limited to 16 feet.
1
Tabulated spans are based on #2 Grade Hem-Fir, and are applicable
to species with equal or greater Fb and E from the Supplement (i.e.,
Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir). For #3 Grade
lumber, spans shall be multiplied by 0.75.
2
Tabulated spans assume a 24F combination glulam with a minimum
Fbx = 2,400 psi, Fvx = 155 psi, and E = 1,500,000 psi.
3
Tabulated spans assume headers supporting single span floor joists.
For headers supporting continuous two span floor joists tabulated
spans shall be multiplied by 0.89.
4
The number of jack studs required at each end of the header shall be
determined from Table 3.24C.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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197
Table 3.24C Jack Stud Requirements for Headers in Interior Loadbearing Walls
12
4.5"
3"
(2-2x) (3-2x)
Header Supporting
Header
Span (ft.)
5"
Roof Span (ft.)
24
36
Header Width
6"
3"
4.5"
5"
6"
3"
4.5"
5"
(4-2x) (2-2x) (3-2x)
(4-2x) (2-2x) (3-2x)
6"
(4-2x)
Number of Jack Studs Required at Each End of the Header1,2
AMERICAN FOREST & PAPER ASSOCIATION
PRESCRIPTIVE DESIGN
2
1
1
1
1
1
1
1
1
1
1
1
1
4
1
1
1
1
1
1
1
1
1
1
1
1
6
1
1
1
1
1
1
1
1
2
1
1
1
One Floor Only
8
1
1
1
1
2
1
1
1
2
2
2
1
(Center Bearing)
10
1
1
1
1
2
2
1
1
3
2
2
2
12
1
1
1
1
2
2
2
1
3
2
2
2
14
2
1
1
1
3
2
2
2
4
3
3
2
16
2
1
1
1
3
2
2
2
4
3
3
2
2
1
1
1
1
1
1
1
1
2
1
1
1
4
1
1
1
1
2
1
1
1
3
2
2
2
6
2
1
1
1
3
2
2
2
4
3
2
2
Two Floors
8
2
2
1
1
3
2
2
2
5
3
3
3
(Center Bearing)
10
2
2
2
1
4
3
3
2
6
4
4
3
12
3
2
2
2
5
3
3
3
7
5
4
4
14
3
2
2
2
5
4
3
3
8
5
5
4
16
4
3
2
2
6
4
4
3
9
6
5
5
1
Where the number of jack studs equals 1, the header shall be permitted to be supported by a framing anchor attached to the fullheight wall stud.
2
An equivalent number of full height studs are permitted to replace jack studs, when adequate gravity connections are provided.
3
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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101256503
198
PRESCRIPTIVE DESIGN
TABLE 3.25A
Table 3.25A Ceiling
JoistJOIST
Spans
for FOR
Common
Lumber
Species
CEILING
SPANS
COMMON
LUMBER
SPECIES
(Uninhabitable
AtticsAttics
Without
Storage,
Live Load
= 10
psf,=L/∆
= 240)
(Uninhabitable
Without
Storage,
Live
Load
10psf,
L/∆=240)
Dead Load = 5 psf
2x4
Joist Spacing
12 in.
16 in.
19.2 in.
24 in.
1
Species and Grade
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x6
2x8
Maximum Ceiling Joist Spans1
2x10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
13 - 2
12 - 8
12 - 5
11 - 1
12 - 5
12 - 2
11 - 7
10 - 10
12 - 11
12 - 8
12 - 5
11 - 6
12 - 2
11 - 10
11 - 10
10 - 10
11 - 11
11 - 6
11 - 3
9-7
11 - 3
11 - 0
10 - 6
9-5
11 - 9
11 - 6
11 - 3
10 - 0
11 - 0
10 - 9
10 - 9
9-5
11 - 3
10 - 10
10 - 7
8-9
10 - 7
10 - 4
9 - 11
8-7
11 - 0
10 - 10
10 - 7
9-1
10 - 4
10 - 2
10 - 2
8-7
10 - 5
10 - 0
9 - 10
7 - 10
9 - 10
9-8
9-2
7-8
10 - 3
10 - 0
9 - 10
8-2
9-8
9-5
9-5
7-8
20 - 8
19 - 11
19 - 6
16 - 3
19 - 6
19 - 1
18 - 2
15 - 10
20 - 3
19 - 11
19 - 6
17 - 0
19 - 1
18 - 8
18 - 8
15 - 10
18 - 9
18 - 1
17 - 8
14 - 1
17 - 8
17 - 4
16 - 6
13 - 9
18 - 5
18 - 1
17 - 8
14 - 9
17 - 4
16 - 11
16 - 11
13 - 9
17 - 8
17 - 0
16 - 8
12 - 10
16 - 8
16 - 4
15 - 7
12 - 6
17 - 4
17 - 0
16 - 8
13 - 6
16 - 4
15 - 11
15 - 11
12 - 6
16 - 4
15 - 9
15 - 0
11 - 6
15 - 6
15 - 2
14 - 5
11 - 2
16 - 1
15 - 9
15 - 6
12 - 0
15 - 2
14 - 9
14 - 9
11 - 2
*
*
25 - 8
20 - 7
25 - 8
25 - 2
24 - 0
20 - 1
*
*
25 - 8
21 - 8
25 - 2
24 - 7
24 - 7
20 - 1
24 - 8
23 - 10
23 - 4
17 - 10
23 - 4
22 - 10
21 - 9
17 - 5
24 - 3
23 - 10
23 - 4
18 - 9
22 - 10
22 - 4
22 - 4
17 - 5
23 - 3
22 - 5
21 - 4
16 - 3
22 - 0
21 - 6
20 - 6
15 - 10
22 - 10
22 - 5
22 - 0
17 - 2
21 - 6
21 - 0
21 - 0
15 - 10
21 - 7
20 - 1
19 - 1
14 - 7
20 - 5
19 - 10
18 - 6
14 - 2
21 - 2
20 - 10
20 - 1
15 - 4
19 - 11
18 - 9
18 - 9
14 - 2
*
*
*
25 - 2
*
*
*
24 - 6
*
*
*
25 - 7
*
*
*
24 - 6
*
*
*
21 - 9
*
*
*
21 - 3
*
*
*
22 - 2
*
*
*
21 - 3
*
*
*
19 - 10
*
*
25 - 3
19 - 5
*
*
*
20 - 3
*
25 - 8
25 - 8
19 - 5
*
24 - 6
23 - 3
17 - 9
*
24 - 3
22 - 7
17 - 4
*
*
24 - 0
18 - 1
25 - 5
22 - 11
22 - 11
17 - 4
Bracing shall be provided in accordance with 3.3.1.4.
Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20
feet.
*
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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7/27/2003, 12:45 PM
101256503
WOOD FRAME CONSTRUCTION MANUAL
199
TABLE 3.25B
Table 3.25B Ceiling
JoistJOIST
Spans
for Common
Lumber
Species
CEILING
SPANS
FOR COMMON
LUMBER
SPECIES
(Uninhabitable
AtticsAttics
With Limited
Storage,
Live
Load
= 20=psf,
L/∆ =L/∆=240)
240)
(Uninhabitable
Without
Storage,
Live
Load
20psf,
Dead Load = 10 psf
2x4
Joist Spacing
16 in.
19.2 in.
24 in.
1
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
10 - 5
10 - 0
9 - 10
7 - 10
9 - 10
9-8
9-2
7-8
10 - 3
10 - 0
9 - 10
8-2
9-8
9-5
9-5
7-8
9-6
9-1
8 - 11
6 - 10
8 - 11
8-9
8-4
6-8
9-4
9-1
8 - 11
7-1
8-9
8-7
8-7
6-8
8 - 11
8-7
8-2
6-2
8-5
8-3
7 - 10
6-1
8-9
8-7
8-5
6-5
8-3
8-0
8-0
6-1
8-3
7-8
7-3
5-7
7 - 10
7-7
7-1
5-5
8-1
8-0
7-8
5-9
7-8
7-2
7-2
5-5
16 - 4
15 - 9
15 - 0
11 - 6
15 - 6
15 - 2
14 - 5
11 - 2
16 - 1
15 - 9
15 - 6
12 - 0
15 - 2
14 - 9
14 - 9
11 - 2
14 - 11
13 - 9
13 - 0
9 - 11
14 - 1
13 - 7
12 - 8
9-8
14 - 7
14 - 4
13 - 6
10 - 5
13 - 9
12 - 10
12 - 10
9-8
14 - 0
12 - 6
11 - 11
9-1
13 - 3
12 - 4
11 - 7
8 - 10
13 - 9
13 - 6
12 - 3
9-6
12 - 11
11 - 9
11 - 9
8 - 10
13 - 0
11 - 2
10 - 8
8-1
12 - 3
11 - 1
10 - 4
7 - 11
12 - 9
12 - 6
11 - 0
8-6
12 - 0
10 - 6
10 - 6
7 - 11
21 - 7
20 - 1
19 - 1
14 - 7
20 - 5
19 - 10
18 - 6
14 - 2
21 - 2
20 - 10
20 - 1
15 - 4
19 - 11
18 - 9
18 - 9
14 - 2
19 - 7
17 - 5
16 - 6
12 - 7
18 - 6
17 - 2
16 - 0
12 - 4
19 - 3
18 - 11
17 - 5
13 - 3
18 - 2
16 - 3
16 - 3
12 - 4
18 - 5
15 - 10
15 - 1
11 - 6
17 - 5
15 - 8
14 - 8
11 - 3
18 - 2
17 - 9
15 - 10
12 - 1
17 - 1
14 - 10
14 - 10
11 - 3
17 - 2
14 - 2
13 - 6
10 - 3
16 - 2
14 - 0
13 - 1
10 - 0
16 - 10
15 - 10
14 - 2
10 - 10
15 - 10
13 - 3
13 - 3
10 - 0
*
24 - 6
23 - 3
17 - 9
*
24 - 3
22 - 7
17 - 4
*
*
24 - 0
18 - 1
25 - 5
22 - 11
22 - 11
17 - 4
25 - 0
21 - 3
20 - 2
15 - 5
23 - 8
21 - 0
19 - 7
15 - 0
24 - 7
23 - 1
20 - 9
15 - 8
23 - 1
19 - 10
19 - 10
15 - 0
23 - 7
19 - 5
18 - 5
14 - 1
22 - 3
19 - 2
17 - 10
13 - 8
23 - 1
21 - 1
18 - 11
14 - 4
21 - 8
18 - 2
18 - 2
13 - 8
21 - 3
17 - 4
16 - 5
12 - 7
20 - 6
17 - 1
16 - 0
12 - 3
21 - 6
18 - 10
16 - 11
12 - 10
19 - 5
16 - 3
16 - 3
12 - 3
3
PRESCRIPTIVE DESIGN
12 in.
Species and Grade
2x6
2x8
Maximum Ceiling Joist Spans1
Bracing shall be provided in accordance with 3.3.1.4.
Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20
feet.
*
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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1/13/02, 9:10 AM
101256503
200
PRESCRIPTIVE DESIGN
TABLE
3.26A Species
Table 3.26A Rafter Spans for Common
Lumber
RAFTER SPANS FOR 20 PSF LIVE LOAD
(Ceiling Not Attached to Rafters, L/∆=180)
(Ceiling Not Attached to Rafters, Live Load = 20 psf, L/∆ = 180)
Dead Load = 20 psf
Dead Load = 10 psf
Joist Spacing
12 in.
16 in.
19.2 in.
24 in.
*
Species and Grade
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x4
2x6
2x8
2x10
2x12
2x4
Maximum Rafter Spans1,2,3
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
11 - 6
11 - 1
10 - 10
8-9
10 - 10
10 - 7
10 - 1
8-7
11 - 3
11 - 1
10 - 10
9-1
10 - 7
10 - 4
10 - 4
8-7
10 - 5
10 - 0
9 - 10
7-7
9 - 10
9-8
9-2
7-5
10 - 3
10 - 0
9 - 10
7 - 11
9-8
9-5
9-5
7-5
9 - 10
9-5
9-1
6 - 11
9-3
9-1
8-8
6-9
9-8
9-5
9-3
7-3
9-1
8 - 10
8 - 10
6-9
9-1
8-7
8-2
6-2
8-7
8-5
7 - 11
6-1
8 - 11
8-9
8-7
6-5
8-5
8-0
8-0
6-1
18 - 0
17 - 4
16 - 10
12 - 10
17 - 0
16 - 8
15 - 11
12 - 6
17 - 8
17 - 4
17 - 0
13 - 6
16 - 8
16 - 3
16 - 3
12 - 6
16 - 4
15 - 4
14 - 7
11 - 1
15 - 6
15 - 2
14 - 2
10 - 10
16 - 1
15 - 9
15 - 1
11 - 8
15 - 2
14 - 4
14 - 4
10 - 10
15 - 5
14 - 0
13 - 3
10 - 2
14 - 7
13 - 10
12 - 11
9 - 11
15 - 2
14 - 10
13 - 9
10 - 8
14 - 3
13 - 1
13 - 1
9 - 11
14 - 4
12 - 6
11 - 11
9-1
13 - 6
12 - 4
11 - 7
8 - 10
14 - 1
13 - 9
12 - 3
9-6
13 - 3
11 - 9
11 - 9
8 - 10
23 - 9
22 - 5
21 - 4
16 - 3
22 - 5
22 - 0
20 - 8
15 - 10
23 - 4
22 - 11
22 - 5
17 - 2
22 - 0
21 - 0
21 - 0
15 - 10
21 - 7
19 - 5
18 - 5
14 - 1
20 - 5
19 - 2
17 - 11
13 - 9
21 - 2
20 - 10
19 - 5
14 - 10
19 - 11
18 - 2
18 - 2
13 - 9
20 - 4
17 - 9
16 - 10
12 - 10
19 - 2
17 - 6
16 - 4
12 - 7
19 - 11
19 - 7
17 - 9
13 - 7
18 - 9
16 - 7
16 - 7
12 - 7
18 - 10
15 - 10
15 - 1
11 - 6
17 - 10
15 - 8
14 - 8
11 - 3
18 - 6
17 - 9
15 - 10
12 - 1
17 - 5
14 - 10
14 - 10
11 - 3
*
*
*
19 - 10
*
*
25 - 3
19 - 5
*
*
*
20 - 3
*
25 - 8
25 - 8
19 - 5
*
23 - 9
22 - 6
17 - 2
*
23 - 5
21 - 11
16 - 9
*
25 - 10
23 - 2
17 - 6
25 - 5
22 - 3
22 - 3
16 - 9
25 - 11
21 - 8
20 - 7
15 - 8
24 - 6
21 - 5
20 - 0
15 - 4
25 - 5
23 - 7
21 - 2
16 - 0
24 - 0
20 - 3
20 - 3
15 - 4
23 - 9
19 - 5
18 - 5
14 - 1
22 - 9
19 - 2
17 - 10
13 - 8
23 - 8
21 - 1
18 - 11
14 - 4
21 - 8
18 - 2
18 - 2
13 - 8
*
*
*
23 - 0
*
*
*
22 - 6
*
*
*
24 - 1
*
*
*
22 - 6
*
*
*
19 - 11
*
*
25 - 5
19 - 6
*
*
*
20 - 11
*
25 - 9
25 - 9
19 - 6
*
25 - 2
23 - 10
18 - 3
*
24 - 10
23 - 2
17 - 9
*
*
24 - 10
19 - 1
*
23 - 6
23 - 6
17 - 9
*
22 - 6
21 - 4
16 - 3
*
22 - 2
20 - 9
15 - 11
*
25 - 2
22 - 2
17 - 1
25 - 2
21 - 0
21 - 0
15 - 11
2x6
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
11 - 6
10 - 6
10 - 0
7-7
10 - 10
10 - 4
9-8
7-5
11 - 3
11 - 1
10 - 6
7 - 11
10 - 7
9 - 10
9 - 10
7-5
10 - 5
9-1
8-7
6-7
9 - 10
9-0
8-5
6-5
10 - 3
10 - 0
9-1
6 - 10
9-8
8-6
8-6
6-5
9 - 10
8-4
7 - 10
6-0
9-3
8-2
7-8
5 - 10
9-8
9-3
8-4
6-3
9-1
7-9
7-9
5 - 10
9-1
7-5
7-0
5-4
8-7
7-4
6 - 10
5-3
8 - 11
8-3
7-5
5-7
8-4
6 - 11
6 - 11
5-3
18 - 0
15 - 4
14 - 7
11 - 1
17 - 0
15 - 2
14 - 2
10 - 10
17 - 8
17 - 3
15 - 1
11 - 8
16 - 8
14 - 4
14 - 4
10 - 10
16 - 3
13 - 3
12 - 7
9-8
15 - 6
13 - 1
12 - 3
9-5
16 - 1
15 - 0
13 - 0
10 - 1
14 - 10
12 - 5
12 - 5
9-5
14 - 10
12 - 2
11 - 6
8-9
14 - 4
12 - 0
11 - 2
8-7
15 - 2
13 - 8
11 - 11
9-3
13 - 7
11 - 4
11 - 4
8-7
13 - 3
10 - 10
10 - 4
7 - 10
12 - 10
10 - 9
10 - 0
7-8
14 - 1
12 - 3
10 - 8
8-3
12 - 2
10 - 2
10 - 2
7-8
23 - 9
19 - 5
18 - 5
14 - 1
22 - 5
19 - 2
17 - 11
13 - 9
23 - 4
21 - 9
19 - 5
14 - 10
21 - 9
18 - 2
18 - 2
13 - 9
20 - 7
16 - 10
16 - 0
12 - 2
19 - 11
16 - 7
15 - 6
11 - 11
21 - 2
18 - 10
16 - 10
12 - 10
18 - 10
15 - 9
15 - 9
11 - 11
18 - 10
15 - 4
14 - 7
11 - 2
18 - 2
15 - 2
14 - 2
10 - 10
19 - 11
17 - 2
15 - 4
11 - 9
17 - 2
14 - 4
14 - 4
10 - 10
16 - 10
13 - 9
13 - 0
10 - 0
16 - 3
13 - 7
12 - 8
9-9
18 - 6
15 - 4
13 - 9
10 - 6
15 - 4
12 - 10
12 - 10
9-9
*
23 - 9
22 - 6
17 - 2
*
23 - 5
21 - 11
16 - 9
*
25 - 10
23 - 2
17 - 6
*
22 - 3
22 - 3
16 - 9
25 - 2
20 - 7
19 - 6
14 - 11
24 - 4
20 - 4
19 - 0
14 - 6
*
22 - 4
20 - 1
15 - 2
23 - 0
19 - 3
19 - 3
14 - 6
23 - 0
18 - 9
17 - 10
13 - 7
22 - 3
18 - 6
17 - 4
13 - 3
25 - 5
20 - 5
18 - 4
13 - 10
21 - 0
17 - 7
17 - 7
13 - 3
20 - 7
16 - 9
15 - 11
12 - 2
19 - 10
16 - 7
15 - 6
11 - 10
22 - 11
18 - 3
16 - 5
12 - 5
18 - 9
15 - 8
15 - 8
11 - 10
*
*
*
19 - 11
*
*
25 - 5
19 - 6
*
*
*
20 - 11
*
25 - 9
25 - 9
19 - 6
*
23 - 10
22 - 7
17 - 3
*
23 - 7
22 - 0
16 - 10
*
*
23 - 7
18 - 1
*
22 - 4
22 - 4
16 - 10
*
21 - 9
20 - 8
15 - 9
25 - 9
21 - 6
20 - 1
15 - 5
*
24 - 4
21 - 6
16 - 6
24 - 4
20 - 4
20 - 4
15 - 5
23 - 10
19 - 6
18 - 6
14 - 1
23 - 0
19 - 3
17 - 11
13 - 9
*
21 - 9
19 - 3
14 - 9
21 - 9
18 - 3
18 - 3
13 - 9
Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
See footnotes 1-3.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
200
1/13/02, 9:10 AM
101256503
WOOD FRAME CONSTRUCTION MANUAL
201
TABLE
3.26B Species
Table 3.26B Rafter Spans for Common
Lumber
RAFTER SPANS FOR 20 PSF LIVE LOAD
(Ceiling Attached to Rafters, L/∆=240)
(Ceiling Attached to Rafters, Live Load = 20 psf, L/∆ = 240)
Dead Load = 20 psf
Dead Load = 10 psf
Joist Spacing
16 in.
19.2 in.
24 in.
*
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x6
2x8
2x10
2x12
2x4
Maximum Rafter Spans1,2,3
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
10 - 5
10 - 0
9 - 10
8-9
9 - 10
9-8
9-2
8-7
10 - 3
10 - 0
9 - 10
9-1
9-8
9-5
9-5
8-7
9-6
9-1
8 - 11
7-7
8 - 11
8-9
8-4
7-5
9-4
9-1
8 - 11
7 - 11
8-9
8-7
8-7
7-5
8 - 11
8-7
8-5
6 - 11
8-5
8-3
7 - 10
6-9
8-9
8-7
8-5
7-3
8-3
8-1
8-1
6-9
8-3
8-0
7 - 10
6-2
7 - 10
7-8
7-3
6-1
8-1
8-0
7 - 10
6-5
7-8
7-6
7-6
6-1
16 - 4
15 - 9
15 - 6
12 - 10
15 - 6
15 - 2
14 - 5
12 - 6
16 - 1
15 - 9
15 - 6
13 - 6
15 - 2
14 - 9
14 - 9
12 - 6
14 - 11
14 - 4
14 - 1
11 - 1
14 - 1
13 - 9
13 - 1
10 - 10
14 - 7
14 - 4
14 - 1
11 - 8
13 - 9
13 - 5
13 - 5
10 - 10
14 - 0
13 - 6
13 - 3
10 - 2
13 - 3
12 - 11
12 - 4
9 - 11
13 - 9
13 - 6
13 - 3
10 - 8
12 - 11
12 - 8
12 - 8
9 - 11
13 - 0
12 - 6
11 - 11
9-1
12 - 3
12 - 0
11 - 5
8 - 10
12 - 9
12 - 6
12 - 3
9-6
12 - 0
11 - 9
11 - 9
8 - 10
21 - 7
20 - 10
20 - 5
16 - 3
20 - 5
19 - 11
19 - 0
15 - 10
21 - 2
20 - 10
20 - 5
17 - 2
19 - 11
19 - 6
19 - 6
15 - 10
19 - 7
18 - 11
18 - 5
14 - 1
18 - 6
18 - 2
17 - 3
13 - 9
19 - 3
18 - 11
18 - 6
14 - 10
18 - 2
17 - 9
17 - 9
13 - 9
18 - 5
17 - 9
16 - 10
12 - 10
17 - 5
17 - 1
16 - 3
12 - 7
18 - 2
17 - 9
17 - 5
13 - 7
17 - 1
16 - 7
16 - 7
12 - 7
17 - 2
15 - 10
15 - 1
11 - 6
16 - 2
15 - 8
14 - 8
11 - 3
16 - 10
16 - 6
15 - 10
12 - 1
15 - 10
14 - 10
14 - 10
11 - 3
*
*
*
19 - 10
*
25 - 5
24 - 3
19 - 5
*
*
*
20 - 3
25 - 5
24 - 10
24 - 10
19 - 5
25 - 0
23 - 9
22 - 6
17 - 2
23 - 8
23 - 1
21 - 11
16 - 9
24 - 7
24 - 1
23 - 2
17 - 6
23 - 1
22 - 3
22 - 3
16 - 9
23 - 7
21 - 8
20 - 7
15 - 8
22 - 3
21 - 5
20 - 0
15 - 4
23 - 1
22 - 8
21 - 2
16 - 0
21 - 9
20 - 3
20 - 3
15 - 4
21 - 10
19 - 5
18 - 5
14 - 1
20 - 8
19 - 2
17 - 10
13 - 8
21 - 6
21 - 1
18 - 11
14 - 4
20 - 2
18 - 2
18 - 2
13 - 8
*
*
*
23 - 0
*
*
*
22 - 6
*
*
*
24 - 1
*
*
*
22 - 6
*
*
*
19 - 11
*
*
25 - 5
19 - 6
*
*
*
20 - 11
*
25 - 9
25 - 9
19 - 6
*
25 - 2
23 - 10
18 - 3
*
24 - 10
23 - 2
17 - 9
*
*
24 - 10
19 - 1
*
23 - 6
23 - 6
17 - 9
*
22 - 6
21 - 4
16 - 3
25 - 1
22 - 2
20 - 9
15 - 11
*
25 - 2
22 - 2
17 - 1
24 - 7
21 - 0
21 - 0
15 - 11
2x6
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
10 - 5
10 - 0
9 - 10
7-7
9 - 10
9-8
9-2
7-5
10 - 3
10 - 0
9 - 10
7 - 11
9-8
9-5
9-5
7-5
9-6
9-1
8-7
6-7
8 - 11
8-9
8-4
6-5
9-4
9-1
8 - 11
6 - 10
8-9
8-6
8-6
6-5
8 - 11
8-4
7 - 10
6-0
8-5
8-2
7-8
5 - 10
8-9
8-7
8-4
6-3
8-3
7-9
7-9
5 - 10
8-3
7-5
7-0
5-4
7 - 10
7-4
6 - 10
5-3
8-1
8-0
7-5
5-7
7-8
6 - 11
6 - 11
5-3
16 - 4
15 - 4
14 - 7
11 - 1
15 - 6
15 - 2
14 - 2
10 - 10
16 - 1
15 - 9
15 - 1
11 - 8
15 - 2
14 - 4
14 - 4
10 - 10
14 - 11
13 - 3
12 - 7
9-8
14 - 1
13 - 1
12 - 3
9-5
14 - 7
14 - 4
13 - 0
10 - 1
13 - 9
12 - 5
12 - 5
9-5
14 - 0
12 - 2
11 - 6
8-9
13 - 3
12 - 0
11 - 2
8-7
13 - 9
13 - 6
11 - 11
9-3
12 - 11
11 - 4
11 - 4
8-7
13 - 0
10 - 10
10 - 4
7 - 10
12 - 3
10 - 9
10 - 0
7-8
12 - 9
12 - 3
10 - 8
8-3
12 - 0
10 - 2
10 - 2
7-8
21 - 7
19 - 5
18 - 5
14 - 1
20 - 5
19 - 2
17 - 11
13 - 9
21 - 2
20 - 10
19 - 5
14 - 10
19 - 11
18 - 2
18 - 2
13 - 9
19 - 7
16 - 10
16 - 0
12 - 2
18 - 6
16 - 7
15 - 6
11 - 11
19 - 3
18 - 10
16 - 10
12 - 10
18 - 2
15 - 9
15 - 9
11 - 11
18 - 5
15 - 4
14 - 7
11 - 2
17 - 5
15 - 2
14 - 2
10 - 10
18 - 2
17 - 2
15 - 4
11 - 9
17 - 1
14 - 4
14 - 4
10 - 10
16 - 10
13 - 9
13 - 0
10 - 0
16 - 2
13 - 7
12 - 8
9-9
16 - 10
15 - 4
13 - 9
10 - 6
15 - 4
12 - 10
12 - 10
9-9
*
23 - 9
22 - 6
17 - 2
*
23 - 5
21 - 11
16 - 9
*
25 - 10
23 - 2
17 - 6
25 - 5
22 - 3
22 - 3
16 - 9
25 - 0
20 - 7
19 - 6
14 - 11
23 - 8
20 - 4
19 - 0
14 - 6
24 - 7
22 - 4
20 - 1
15 - 2
23 - 0
19 - 3
19 - 3
14 - 6
23 - 0
18 - 9
17 - 10
13 - 7
22 - 3
18 - 6
17 - 4
13 - 3
23 - 1
20 - 5
18 - 4
13 - 10
21 - 0
17 - 7
17 - 7
13 - 3
20 - 7
16 - 9
15 - 11
12 - 2
19 - 10
16 - 7
15 - 6
11 - 10
21 - 6
18 - 3
16 - 5
12 - 5
18 - 9
15 - 8
15 - 8
11 - 10
*
*
*
19 - 11
*
*
25 - 5
19 - 6
*
*
*
20 - 11
*
25 - 9
25 - 9
19 - 6
*
23 - 10
22 - 7
17 - 3
*
23 - 7
22 - 0
16 - 10
*
*
23 - 7
18 - 1
*
22 - 4
22 - 4
16 - 10
*
21 - 9
20 - 8
15 - 9
25 - 9
21 - 6
20 - 1
15 - 5
*
24 - 4
21 - 6
16 - 6
24 - 4
20 - 4
20 - 4
15 - 5
23 - 10
19 - 6
18 - 6
14 - 1
23 - 0
19 - 3
17 - 11
13 - 9
*
21 - 9
19 - 3
14 - 9
21 - 9
18 - 3
18 - 3
13 - 9
3
PRESCRIPTIVE DESIGN
12 in.
Species and Grade
2x4
Spans are limited to 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.
See footnotes 1-3.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
201
1/13/02, 9:10 AM
101256503
202
PRESCRIPTIVE DESIGN
TABLE
3.26C Species
Table 3.26C Rafter Spans for Common
Lumber
RAFTER SPANS FOR 30 PSF GROUND SNOW LOAD
(Ceiling Not Attached to Rafters, L/∆=180)
(Ceiling Not Attached to Rafters, Ground Snow Load = 30 psf, L/∆ = 180)
Dead Load = 20 psf
Dead Load = 10 psf
Joist Spacing
12 in.
16 in.
19.2 in.
24 in.
†
Species and Grade
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
2x4
2x6
2x8
2x10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
9-7
9-2
9-0
6 - 11
9-0
8 - 10
8-5
6-9
9-5
9-2
9-0
7-2
8 - 10
8-7
8-7
6-9
8-8
8-3
7 - 10
6-0
8-2
8-0
7-7
5 - 10
8-6
8-4
8-2
6-3
8-0
7-9
7-9
5 - 10
8-2
7-6
7-2
5-5
7-9
7-5
6 - 11
5-4
8-0
7 - 10
7-6
5-8
7-7
7-1
7-1
5-4
7-7
6-9
6-5
4 - 11
7-2
6-8
6-3
4-9
7-5
7-4
6-9
5-1
7-0
6-4
6-4
4-9
15 - 0
13 - 11
13 - 3
10 - 1
14 - 2
13 - 9
12 - 10
9 - 10
14 - 9
14 - 6
13 - 8
10 - 7
13 - 10
13 - 0
13 - 0
9 - 10
13 - 8
12 - 1
11 - 5
8-9
12 - 10
11 - 11
11 - 1
8-6
13 - 5
13 - 2
11 - 10
9-2
12 - 7
11 - 3
11 - 3
8-6
12 - 10
11 - 0
10 - 5
8-0
12 - 1
10 - 11
10 - 2
7-9
12 - 7
12 - 4
10 - 10
8-4
11 - 10
10 - 4
10 - 4
7-9
11 - 11
9 - 10
9-4
7-2
11 - 3
9-9
9-1
7-0
11 - 8
11 - 1
9-8
7-6
11 - 0
9-3
9-3
7-0
19 - 9
17 - 8
16 - 9
12 - 9
18 - 8
17 - 5
16 - 3
12 - 6
19 - 5
19 - 1
17 - 8
13 - 6
18 - 3
16 - 6
16 - 6
12 - 6
18 - 0
15 - 3
14 - 6
11 - 1
17 - 0
15 - 1
14 - 1
10 - 10
17 - 8
17 - 1
15 - 3
11 - 8
16 - 7
14 - 4
14 - 4
10 - 10
16 - 11
14 - 0
13 - 3
10 - 1
16 - 0
13 - 9
12 - 10
9 - 10
16 - 7
15 - 7
14 - 0
10 - 8
15 - 7
13 - 1
13 - 1
9 - 10
15 - 3
12 - 6
11 - 10
9-0
14 - 9
12 - 4
11 - 6
8 - 10
15 - 5
14 - 0
12 - 6
9-6
14 - 0
11 - 8
11 - 8
8 - 10
†
†
†
15 - 7
†
†
19 - 10
15 - 3
†
†
†
15 - 11
†
†
†
15 - 3
†
18 - 8
17 - 9
13 - 6
†
18 - 5
17 - 3
13 - 2
†
†
18 - 3
13 - 9
†
17 - 6
17 - 6
13 - 2
†
17 - 0
16 - 2
12 - 4
†
16 - 10
15 - 9
12 - 1
†
18 - 6
16 - 8
12 - 7
19 - 1
15 - 11
15 - 11
12 - 1
18 - 8
15 - 3
14 - 6
11 - 1
18 - 0
15 - 1
14 - 1
10 - 9
19 - 8
16 - 7
14 - 11
11 - 3
17 - 0
14 - 3
14 - 3
10 - 9
†
†
†
18 - 1
†
†
†
17 - 8
†
†
†
19 - 0
†
†
†
17 - 8
†
†
†
15 - 8
†
†
20 - 0
15 - 4
†
†
†
16 - 5
†
†
†
15 - 4
†
19 - 9
18 - 9
14 - 4
†
19 - 6
18 - 3
14 - 0
†
†
19 - 6
15 - 0
†
18 - 6
18 - 6
14 - 0
†
17 - 8
16 - 9
12 - 10
†
17 - 5
16 - 4
12 - 6
†
19 - 9
17 - 5
13 - 5
19 - 9
16 - 6
16 - 6
12 - 6
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x12
2x4
Maximum Rafter Spans1,2
2x6
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
9-7
8-7
8-2
6-3
9-0
8-6
7 - 11
6-1
9-5
9-2
8-7
6-6
8 - 10
8-1
8-1
6-1
8-8
7-5
7-1
5-5
8-2
7-4
6 - 10
5-3
8-6
8-3
7-5
5-7
8-0
7-0
7-0
5-3
8-2
6 - 10
6-5
4 - 11
7-9
6-9
6-3
4 - 10
8-0
7-7
6 - 10
5-1
7-7
6-4
6-4
4 - 10
7-5
6-1
5-9
4-5
7-2
6-0
5-7
4-4
7-5
6-9
6-1
4-7
6 - 10
5-8
5-8
4-4
15 - 0
12 - 7
11 - 11
9-2
14 - 2
12 - 5
11 - 7
8 - 11
14 - 9
14 - 2
12 - 4
9-7
13 - 10
11 - 9
11 - 9
8 - 11
13 - 4
10 - 11
10 - 4
7 - 11
12 - 10
10 - 9
10 - 1
7-9
13 - 5
12 - 3
10 - 8
8-3
12 - 2
10 - 2
10 - 2
7-9
12 - 2
10 - 0
9-5
7-3
11 - 9
9 - 10
9-2
7-0
12 - 7
11 - 3
9-9
7-7
11 - 2
9-4
9-4
7-0
10 - 11
8 - 11
8-5
6-5
10 - 6
8 - 10
8-3
6-4
11 - 8
10 - 0
8-9
6-9
10 - 0
8-4
8-4
6-4
19 - 6
15 - 11
15 - 2
11 - 7
18 - 8
15 - 9
14 - 8
11 - 3
19 - 5
17 - 10
15 - 11
12 - 2
17 - 10
14 - 11
14 - 11
11 - 3
16 - 11
13 - 10
13 - 1
10 - 0
16 - 4
13 - 8
12 - 9
9-9
17 - 8
15 - 5
13 - 10
10 - 7
15 - 5
12 - 11
12 - 11
9-9
15 - 5
12 - 7
12 - 0
9-2
14 - 11
12 - 5
11 - 8
8 - 11
16 - 7
14 - 1
12 - 7
9-8
14 - 1
11 - 10
11 - 10
8 - 11
13 - 10
11 - 3
10 - 8
8-2
13 - 4
11 - 2
10 - 5
8-0
15 - 5
12 - 7
11 - 3
8-7
12 - 7
10 - 7
10 - 7
8-0
†
19 - 6
18 - 6
14 - 1
†
19 - 3
18 - 0
13 - 9
†
†
19 - 0
14 - 5
†
18 - 3
18 - 3
13 - 9
†
16 - 10
16 - 0
12 - 3
20 - 0
16 - 8
15 - 7
11 - 11
†
18 - 4
16 - 6
12 - 6
18 - 10
15 - 9
15 - 9
11 - 11
18 - 10
15 - 5
14 - 7
11 - 2
18 - 3
15 - 3
14 - 2
10 - 11
†
16 - 9
15 - 1
11 - 5
17 - 3
14 - 5
14 - 5
10 - 11
16 - 10
13 - 9
13 - 1
10 - 0
16 - 4
13 - 7
12 - 8
9-9
18 - 10
15 - 0
13 - 6
10 - 2
15 - 5
12 - 11
12 - 11
9-9
†
†
†
16 - 4
†
†
†
16 - 0
†
†
†
17 - 2
†
†
†
16 - 0
†
19 - 7
18 - 7
14 - 2
†
19 - 4
18 - 0
13 - 10
†
†
19 - 4
14 - 10
†
18 - 4
18 - 4
13 - 10
†
17 - 10
16 - 11
12 - 11
†
17 - 8
16 - 6
12 - 8
†
20 - 0
17 - 8
13 - 7
20 - 0
16 - 8
16 - 8
12 - 8
19 - 7
16 - 0
15 - 2
11 - 7
18 - 11
15 - 9
14 - 9
11 - 4
†
17 - 10
15 - 9
12 - 1
17 - 10
14 - 11
14 - 11
11 - 4
Spans are limited to 20 feet in length.
See footnotes 1-3.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
202
1/13/02, 9:10 AM
101256503
WOOD FRAME CONSTRUCTION MANUAL
203
TABLE
3.26D Species
Table 3.26D Rafter Spans for Common
Lumber
RAFTER SPANS FOR 30 PSF GROUND SNOW LOAD
(Ceiling Attached to Rafters, L/∆=240)
(Ceiling Attached to Rafters, Ground Snow Load = 30 psf, L/∆ = 240)
Dead Load = 20 psf
Dead Load = 10 psf
Joist Spacing
16 in.
19.2 in.
24 in.
†
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
2x6
2x8
2x10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
8-8
8-4
8-2
6 - 11
8-2
8-0
7-8
6-9
8-6
8-4
8-2
7-2
8-0
7 - 10
7 - 10
6-9
7 - 11
7-7
7-5
6-0
7-5
7-3
6 - 11
5 - 10
7-9
7-7
7-5
6-3
7-3
7-1
7-1
5 - 10
7-5
7-2
7-0
5-5
7-0
6 - 10
6-6
5-4
7-3
7-2
7-0
5-8
6 - 10
6-8
6-8
5-4
6 - 11
6-8
6-5
4 - 11
6-6
6-4
6-1
4-9
6-9
6-8
6-6
5-1
6-4
6-3
6-3
4-9
13 - 8
13 - 2
12 - 10
10 - 1
12 - 10
12 - 7
12 - 0
9 - 10
13 - 5
13 - 2
12 - 10
10 - 7
12 - 7
12 - 4
12 - 4
9 - 10
12 - 5
11 - 11
11 - 5
8-9
11 - 8
11 - 5
10 - 11
8-6
12 - 2
11 - 11
11 - 8
9-2
11 - 5
11 - 2
11 - 2
8-6
11 - 8
11 - 0
10 - 5
8-0
11 - 0
10 - 9
10 - 2
7-9
11 - 5
11 - 3
10 - 10
8-4
10 - 9
10 - 4
10 - 4
7-9
10 - 10
9 - 10
9-4
7-2
10 - 3
9-9
9-1
7-0
10 - 8
10 - 5
9-8
7-6
10 - 0
9-3
9-3
7-0
18 - 0
17 - 4
16 - 9
12 - 9
17 - 0
16 - 7
15 - 10
12 - 6
17 - 8
17 - 4
17 - 0
13 - 6
16 - 7
16 - 3
16 - 3
12 - 6
16 - 4
15 - 3
14 - 6
11 - 1
15 - 5
15 - 1
14 - 1
10 - 10
16 - 0
15 - 9
15 - 3
11 - 8
15 - 1
14 - 4
14 - 4
10 - 10
15 - 4
14 - 0
13 - 3
10 - 1
14 - 6
13 - 9
12 - 10
9 - 10
15 - 1
14 - 10
14 - 0
10 - 8
14 - 2
13 - 1
13 - 1
9 - 10
14 - 3
12 - 6
11 - 10
9-0
13 - 6
12 - 4
11 - 6
8 - 10
14 - 0
13 - 9
12 - 6
9-6
13 - 2
11 - 8
11 - 8
8 - 10
†
†
†
15 - 7
†
†
19 - 10
15 - 3
†
†
†
15 - 11
†
†
†
15 - 3
†
18 - 8
17 - 9
13 - 6
19 - 8
18 - 5
17 - 3
13 - 2
†
†
18 - 3
13 - 9
19 - 3
17 - 6
17 - 6
13 - 2
19 - 7
17 - 0
16 - 2
12 - 4
18 - 6
16 - 10
15 - 9
12 - 1
19 - 3
18 - 6
16 - 8
12 - 7
18 - 1
15 - 11
15 - 11
12 - 1
18 - 2
15 - 3
14 - 6
11 - 1
17 - 2
15 - 1
14 - 1
10 - 9
17 - 10
16 - 7
14 - 11
11 - 3
16 - 10
14 - 3
14 - 3
10 - 9
†
†
†
18 - 1
†
†
†
17 - 8
†
†
†
19 - 0
†
†
†
17 - 8
†
†
†
15 - 8
†
†
20 - 0
15 - 4
†
†
†
16 - 5
†
†
†
15 - 4
†
19 - 9
18 - 9
14 - 4
†
19 - 6
18 - 3
14 - 0
†
†
19 - 6
15 - 0
†
18 - 6
18 - 6
14 - 0
†
17 - 8
16 - 9
12 - 10
†
17 - 5
16 - 4
12 - 6
†
19 - 9
17 - 5
13 - 5
19 - 9
16 - 6
16 - 6
12 - 6
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x12
2x4
Maximum Rafter Spans1,2
2x6
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
8-8
8-4
8-2
6-3
8-2
8-0
7-8
6-1
8-6
8-4
8-2
6-6
8-0
7 - 10
7 - 10
6-1
7 - 11
7-5
7-1
5-5
7-5
7-3
6 - 10
5-3
7-9
7-7
7-5
5-7
7-3
7-0
7-0
5-3
7-5
6 - 10
6-5
4 - 11
7-0
6-9
6-3
4 - 10
7-3
7-2
6 - 10
5-1
6 - 10
6-4
6-4
4 - 10
6 - 11
6-1
5-9
4-5
6-6
6-0
5-7
4-4
6-9
6-8
6-1
4-7
6-4
5-8
5-8
4-4
13 - 8
12 - 7
11 - 11
9-2
12 - 10
12 - 5
11 - 7
8 - 11
13 - 5
13 - 2
12 - 4
9-7
12 - 7
11 - 9
11 - 9
8 - 11
12 - 5
10 - 11
10 - 4
7 - 11
11 - 8
10 - 9
10 - 1
7-9
12 - 2
11 - 11
10 - 8
8-3
11 - 5
10 - 2
10 - 2
7-9
11 - 8
10 - 0
9-5
7-3
11 - 0
9 - 10
9-2
7-0
11 - 5
11 - 3
9-9
7-7
10 - 9
9-4
9-4
7-0
10 - 10
8 - 11
8-5
6-5
10 - 3
8 - 10
8-3
6-4
10 - 8
10 - 0
8-9
6-9
10 - 0
8-4
8-4
6-4
18 - 0
15 - 11
15 - 2
11 - 7
17 - 0
15 - 9
14 - 8
11 - 3
17 - 8
17 - 4
15 - 11
12 - 2
16 - 7
14 - 11
14 - 11
11 - 3
16 - 4
13 - 10
13 - 1
10 - 0
15 - 5
13 - 8
12 - 9
9-9
16 - 0
15 - 5
13 - 10
10 - 7
15 - 1
12 - 11
12 - 11
9-9
15 - 4
12 - 7
12 - 0
9-2
14 - 6
12 - 5
11 - 8
8 - 11
15 - 1
14 - 1
12 - 7
9-8
14 - 1
11 - 10
11 - 10
8 - 11
13 - 10
11 - 3
10 - 8
8-2
13 - 4
11 - 2
10 - 5
8-0
14 - 0
12 - 7
11 - 3
8-7
12 - 7
10 - 7
10 - 7
8-0
†
19 - 6
18 - 6
14 - 1
†
19 - 3
18 - 0
13 - 9
†
†
19 - 0
14 - 5
†
18 - 3
18 - 3
13 - 9
†
16 - 10
16 - 0
12 - 3
19 - 8
16 - 8
15 - 7
11 - 11
†
18 - 4
16 - 6
12 - 6
18 - 10
15 - 9
15 - 9
11 - 11
18 - 10
15 - 5
14 - 7
11 - 2
18 - 3
15 - 3
14 - 2
10 - 11
19 - 3
16 - 9
15 - 1
11 - 5
17 - 3
14 - 5
14 - 5
10 - 11
16 - 10
13 - 9
13 - 1
10 - 0
16 - 4
13 - 7
12 - 8
9-9
17 - 10
15 - 0
13 - 6
10 - 2
15 - 5
12 - 11
12 - 11
9-9
†
†
†
16 - 4
†
†
†
16 - 0
†
†
†
17 - 2
†
†
†
16 - 0
†
19 - 7
18 - 7
14 - 2
†
19 - 4
18 - 0
13 - 10
†
†
19 - 4
14 - 10
†
18 - 4
18 - 4
13 - 10
†
17 - 10
16 - 11
12 - 11
†
17 - 8
16 - 6
12 - 8
†
20 - 0
17 - 8
13 - 7
20 - 0
16 - 8
16 - 8
12 - 8
19 - 7
16 - 0
15 - 2
11 - 7
18 - 11
15 - 9
14 - 9
11 - 4
†
17 - 10
15 - 9
12 - 1
17 - 10
14 - 11
14 - 11
11 - 4
3
PRESCRIPTIVE DESIGN
12 in.
Species and Grade
2x4
Spans are limited to 20 feet in length.
See footnotes 1-3.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
203
1/13/02, 9:10 AM
101256503
204
PRESCRIPTIVE DESIGN
TABLE
3.26E Species
Table 3.26E Rafter Spans for Common
Lumber
RAFTER SPANS FOR 50 PSF GROUND SNOW LOAD
(Ceiling Not Attached to Rafters, L/∆=180)
(Ceiling Not Attached to Rafters, Ground Snow Load = 50 psf, L/∆ = 180)
Dead Load = 20 psf
Dead Load = 10 psf
Joist Spacing
12 in.
16 in.
19.2 in.
24 in.
†
Species and Grade
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
2x4
2x6
2x8
2x10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
8-1
7-9
7-4
5-7
7-7
7-5
7-1
5-6
7 - 11
7-9
7-7
5 - 10
7-5
7-3
7-3
5-6
7-4
6-8
6-4
4 - 10
6 - 11
6-7
6-2
4-9
7-2
7-1
6-8
5-0
6-9
6-3
6-3
4-9
6 - 11
6-1
5 - 10
4-5
6-6
6-0
5-8
4-4
6-9
6-8
6-1
4-7
6-4
5-9
5-9
4-4
6-5
5-6
5-2
4-0
6-0
5-5
5-0
3 - 10
6-3
6-1
5-6
4-1
5 - 11
5-1
5-1
3 - 10
12 - 8
11 - 4
10 - 9
8-2
12 - 0
11 - 2
10 - 5
8-0
12 - 5
12 - 2
11 - 1
8-7
11 - 8
10 - 7
10 - 7
8-0
11 - 6
9 - 10
9-4
7-1
10 - 10
9-8
9-0
6 - 11
11 - 4
11 - 0
9-7
7-5
10 - 8
9-2
9-2
6 - 11
10 - 10
8 - 11
8-6
6-6
10 - 3
8 - 10
8-3
6-4
10 - 8
10 - 1
8-9
6 - 10
10 - 0
8-4
8-4
6-4
9 - 10
8-0
7-7
5 - 10
9-6
7 - 11
7-4
5-8
9 - 10
9-0
7 - 10
6-1
8 - 11
7-6
7-6
5-8
16 - 8
14 - 4
13 - 7
10 - 5
15 - 9
14 - 2
13 - 2
10 - 2
16 - 5
16 - 0
14 - 4
10 - 11
15 - 5
13 - 5
13 - 5
10 - 2
15 - 2
12 - 5
11 - 9
9-0
14 - 4
12 - 3
11 - 5
8-9
14 - 11
13 - 10
12 - 5
9-6
13 - 10
11 - 7
11 - 7
8-9
13 - 10
11 - 4
10 - 9
8-2
13 - 5
11 - 2
10 - 5
8-0
14 - 0
12 - 8
11 - 4
8-8
12 - 8
10 - 7
10 - 7
8-0
12 - 5
10 - 2
9-7
7-4
12 - 0
10 - 0
9-4
7-2
13 - 0
11 - 4
10 - 2
7-9
11 - 4
9-6
9-6
7-2
†
17 - 6
16 - 7
12 - 8
†
17 - 3
16 - 2
12 - 4
†
19 - 0
17 - 1
12 - 11
19 - 7
16 - 4
16 - 4
12 - 4
18 - 7
15 - 2
14 - 5
11 - 0
17 - 11
15 - 0
14 - 0
10 - 9
19 - 0
16 - 6
14 - 10
11 - 2
16 - 11
14 - 2
14 - 2
10 - 9
16 - 11
13 - 10
13 - 1
10 - 0
16 - 4
13 - 8
12 - 9
9-9
17 - 10
15 - 0
13 - 6
10 - 3
15 - 6
12 - 11
12 - 11
9-9
15 - 2
12 - 4
11 - 9
9-0
14 - 8
12 - 3
11 - 5
8-9
16 - 7
13 - 5
12 - 1
9-2
13 - 10
11 - 7
11 - 7
8-9
†
†
19 - 3
14 - 8
†
†
18 - 8
14 - 4
†
†
†
15 - 5
†
19 - 0
19 - 0
14 - 4
†
17 - 7
16 - 8
12 - 9
†
17 - 4
16 - 2
12 - 5
†
19 - 8
17 - 4
13 - 4
19 - 8
16 - 5
16 - 5
12 - 5
19 - 8
16 - 1
15 - 3
11 - 7
19 - 0
15 - 10
14 - 9
11 - 4
†
17 - 11
15 - 10
12 - 2
17 - 11
15 - 0
15 - 0
11 - 4
17 - 7
14 - 4
13 - 7
10 - 5
17 - 0
14 - 2
13 - 3
10 - 2
19 - 9
16 - 1
14 - 2
10 - 11
16 - 1
13 - 5
13 - 5
10 - 2
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x12
2x4
Maximum Rafter Spans1,2
2x6
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
8-1
7-3
6 - 10
5-3
7-7
7-2
6-8
5-1
7 - 11
7-9
7-3
5-5
7-5
6-9
6-9
5-1
7-4
6-3
5 - 11
4-6
6 - 11
6-2
5-9
4-5
7-2
6 - 11
6-3
4-8
6-9
5 - 10
5 - 10
4-5
6 - 11
5-8
5-5
4-2
6-6
5-8
5-3
4-0
6-9
6-4
5-8
4-4
6-4
5-4
5-4
4-0
6-3
5-1
4 - 10
3-8
6-0
5-0
4-8
3-7
6-3
5-8
5-1
3 - 10
5-8
4-9
4-9
3-7
12 - 8
10 - 7
10 - 0
7-8
12 - 0
10 - 5
9-9
7-6
12 - 5
11 - 11
10 - 4
8-0
11 - 8
9 - 11
9 - 11
7-6
11 - 2
9-2
8-8
6-8
10 - 10
9-0
8-5
6-6
11 - 4
10 - 4
9-0
6 - 11
10 - 3
8-7
8-7
6-6
10 - 3
8-4
7 - 11
6-1
9 - 11
8-3
7-8
5 - 11
10 - 8
9-5
8-2
6-4
9-4
7 - 10
7 - 10
5 - 11
9-2
7-6
7-1
5-5
8 - 10
7-4
6 - 11
5-3
9 - 10
8-5
7-4
5-8
8-4
7-0
7-0
5-3
16 - 5
13 - 4
12 - 8
9-8
15 - 9
13 - 2
12 - 4
9-5
16 - 5
15 - 0
13 - 4
10 - 3
15 - 0
12 - 6
12 - 6
9-5
14 - 2
11 - 7
11 - 0
8-5
13 - 8
11 - 5
10 - 8
8-2
14 - 11
12 - 11
11 - 7
8 - 10
12 - 11
10 - 10
10 - 10
8-2
12 - 11
10 - 7
10 - 0
7-8
12 - 6
10 - 5
9-9
7-6
14 - 0
11 - 10
10 - 7
8-1
11 - 10
9 - 11
9 - 11
7-6
11 - 7
9-5
9-0
6 - 10
11 - 2
9-4
8-9
6-8
13 - 0
10 - 7
9-5
7-3
10 - 7
8 - 10
8 - 10
6-8
†
16 - 4
15 - 6
11 - 10
19 - 4
16 - 2
15 - 1
11 - 7
†
17 - 9
16 - 0
12 - 1
18 - 3
15 - 3
15 - 3
11 - 7
17 - 4
14 - 2
13 - 5
10 - 3
16 - 9
14 - 0
13 - 1
10 - 0
19 - 0
15 - 5
13 - 10
10 - 5
15 - 10
13 - 3
13 - 3
10 - 0
15 - 10
12 - 11
12 - 3
9-4
15 - 3
12 - 9
11 - 11
9-2
17 - 8
14 - 0
12 - 7
9-6
14 - 5
12 - 1
12 - 1
9-2
14 - 2
11 - 7
11 - 0
8-4
13 - 8
11 - 5
10 - 8
8-2
15 - 9
12 - 7
11 - 3
8-6
12 - 11
10 - 10
10 - 10
8-2
†
18 - 11
18 - 0
13 - 9
†
18 - 8
17 - 6
13 - 5
†
†
18 - 8
14 - 4
†
17 - 9
17 - 9
13 - 5
†
16 - 5
15 - 7
11 - 11
19 - 5
16 - 2
15 - 1
11 - 7
†
18 - 4
16 - 2
12 - 5
18 - 4
15 - 4
15 - 4
11 - 7
18 - 4
15 - 0
14 - 2
10 - 10
17 - 9
14 - 9
13 - 10
10 - 7
†
16 - 9
14 - 9
11 - 4
16 - 9
14 - 0
14 - 0
10 - 7
16 - 5
13 - 5
12 - 8
9-8
15 - 10
13 - 3
12 - 4
9-6
18 - 6
15 - 0
13 - 3
10 - 2
15 - 0
12 - 6
12 - 6
9-6
Spans are limited to 20 feet in length.
See footnotes 1-3.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
204
1/13/02, 9:10 AM
101256503
WOOD FRAME CONSTRUCTION MANUAL
205
TABLE
3.26F Species
Table 3.26F Rafter Spans for Common
Lumber
RAFTER SPANS FOR 50 PSF GROUND SNOW LOAD
(Ceiling Attached to Rafters, L/∆=240)
(Ceiling Attached to Rafters, Ground Snow Load = 50 psf, L/∆ = 240)
Dead Load = 20 psf
Dead Load = 10 psf
Joist Spacing
16 in.
19.2 in.
24 in.
†
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
2x6
2x8
2x10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
7-4
7-1
6 - 11
5-7
6 - 11
6-9
6-5
5-6
7-2
7-1
6 - 11
5 - 10
6-9
6-7
6-7
5-6
6-8
6-5
6-3
4 - 10
6-3
6-2
5 - 10
4-9
6-6
6-5
6-3
5-0
6-2
6-0
6-0
4-9
6-3
6-0
5 - 10
4-5
5 - 11
5-9
5-6
4-4
6-2
6-0
5 - 11
4-7
5-9
5-8
5-8
4-4
5 - 10
5-6
5-2
4-0
5-6
5-4
5-0
3 - 10
5-8
5-7
5-6
4-1
5-4
5-1
5-1
3 - 10
11 - 6
11 - 1
10 - 9
8-2
10 - 10
10 - 8
10 - 2
8-0
11 - 4
11 - 1
10 - 10
8-7
10 - 8
10 - 5
10 - 5
8-0
10 - 5
9 - 10
9-4
7-1
9 - 10
9-8
9-0
6 - 11
10 - 3
10 - 1
9-7
7-5
9-8
9-2
9-2
6 - 11
9 - 10
8 - 11
8-6
6-6
9-3
8 - 10
8-3
6-4
9-8
9-6
8-9
6 - 10
9-1
8-4
8-4
6-4
9-2
8-0
7-7
5 - 10
8-7
7 - 11
7-4
5-8
9-0
8 - 10
7 - 10
6-1
8-5
7-6
7-6
5-8
15 - 2
14 - 4
13 - 7
10 - 5
14 - 4
14 - 0
13 - 2
10 - 2
14 - 11
14 - 7
14 - 4
10 - 11
14 - 0
13 - 5
13 - 5
10 - 2
13 - 9
12 - 5
11 - 9
9-0
13 - 0
12 - 3
11 - 5
8-9
13 - 6
13 - 3
12 - 5
9-6
12 - 9
11 - 7
11 - 7
8-9
13 - 0
11 - 4
10 - 9
8-2
12 - 3
11 - 2
10 - 5
8-0
12 - 9
12 - 6
11 - 4
8-8
12 - 0
10 - 7
10 - 7
8-0
12 - 0
10 - 2
9-7
7-4
11 - 4
10 - 0
9-4
7-2
11 - 10
11 - 4
10 - 2
7-9
11 - 1
9-6
9-6
7-2
19 - 4
17 - 6
16 - 7
12 - 8
18 - 3
17 - 3
16 - 2
12 - 4
19 - 0
18 - 8
17 - 1
12 - 11
17 - 10
16 - 4
16 - 4
12 - 4
17 - 7
15 - 2
14 - 5
11 - 0
16 - 7
15 - 0
14 - 0
10 - 9
17 - 3
16 - 6
14 - 10
11 - 2
16 - 3
14 - 2
14 - 2
10 - 9
16 - 6
13 - 10
13 - 1
10 - 0
15 - 7
13 - 8
12 - 9
9-9
16 - 3
15 - 0
13 - 6
10 - 3
15 - 3
12 - 11
12 - 11
9-9
15 - 2
12 - 4
11 - 9
9-0
14 - 6
12 - 3
11 - 5
8-9
15 - 1
13 - 5
12 - 1
9-2
13 - 10
11 - 7
11 - 7
8-9
†
†
19 - 3
14 - 8
†
†
18 - 8
14 - 4
†
†
†
15 - 5
†
19 - 0
19 - 0
14 - 4
†
17 - 7
16 - 8
12 - 9
†
17 - 4
16 - 2
12 - 5
†
19 - 8
17 - 4
13 - 4
19 - 8
16 - 5
16 - 5
12 - 5
19 - 8
16 - 1
15 - 3
11 - 7
19 - 0
15 - 10
14 - 9
11 - 4
19 - 9
17 - 11
15 - 10
12 - 2
17 - 11
15 - 0
15 - 0
11 - 4
17 - 7
14 - 4
13 - 7
10 - 5
17 - 0
14 - 2
13 - 3
10 - 2
18 - 4
16 - 1
14 - 2
10 - 11
16 - 1
13 - 5
13 - 5
10 - 2
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x12
2x4
Maximum Rafter Spans1,2
2x6
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
7-4
7-1
6 - 10
5-3
6 - 11
6-9
6-5
5-1
7-2
7-1
6 - 11
5-5
6-9
6-7
6-7
5-1
6-8
6-3
5 - 11
4-6
6-3
6-2
5-9
4-5
6-6
6-5
6-3
4-8
6-2
5 - 10
5 - 10
4-5
6-3
5-8
5-5
4-2
5 - 11
5-8
5-3
4-0
6-2
6-0
5-8
4-4
5-9
5-4
5-4
4-0
5 - 10
5-1
4 - 10
3-8
5-6
5-0
4-8
3-7
5-8
5-7
5-1
3 - 10
5-4
4-9
4-9
3-7
11 - 6
10 - 7
10 - 0
7-8
10 - 10
10 - 5
9-9
7-6
11 - 4
11 - 1
10 - 4
8-0
10 - 8
9 - 11
9 - 11
7-6
10 - 5
9-2
8-8
6-8
9 - 10
9-0
8-5
6-6
10 - 3
10 - 1
9-0
6 - 11
9-8
8-7
8-7
6-6
9 - 10
8-4
7 - 11
6-1
9-3
8-3
7-8
5 - 11
9-8
9-5
8-2
6-4
9-1
7 - 10
7 - 10
5 - 11
9-2
7-6
7-1
5-5
8-7
7-4
6 - 11
5-3
9-0
8-5
7-4
5-8
8-4
7-0
7-0
5-3
15 - 2
13 - 4
12 - 8
9-8
14 - 4
13 - 2
12 - 4
9-5
14 - 11
14 - 7
13 - 4
10 - 3
14 - 0
12 - 6
12 - 6
9-5
13 - 9
11 - 7
11 - 0
8-5
13 - 0
11 - 5
10 - 8
8-2
13 - 6
12 - 11
11 - 7
8 - 10
12 - 9
10 - 10
10 - 10
8-2
12 - 11
10 - 7
10 - 0
7-8
12 - 3
10 - 5
9-9
7-6
12 - 9
11 - 10
10 - 7
8-1
11 - 10
9 - 11
9 - 11
7-6
11 - 7
9-5
9-0
6 - 10
11 - 2
9-4
8-9
6-8
11 - 10
10 - 7
9-5
7-3
10 - 7
8 - 10
8 - 10
6-8
19 - 4
16 - 4
15 - 6
11 - 10
18 - 3
16 - 2
15 - 1
11 - 7
19 - 0
17 - 9
16 - 0
12 - 1
17 - 10
15 - 3
15 - 3
11 - 7
17 - 4
14 - 2
13 - 5
10 - 3
16 - 7
14 - 0
13 - 1
10 - 0
17 - 3
15 - 5
13 - 10
10 - 5
15 - 10
13 - 3
13 - 3
10 - 0
15 - 10
12 - 11
12 - 3
9-4
15 - 3
12 - 9
11 - 11
9-2
16 - 3
14 - 0
12 - 7
9-6
14 - 5
12 - 1
12 - 1
9-2
14 - 2
11 - 7
11 - 0
8-4
13 - 8
11 - 5
10 - 8
8-2
15 - 1
12 - 7
11 - 3
8-6
12 - 11
10 - 10
10 - 10
8-2
†
18 - 11
18 - 0
13 - 9
†
18 - 8
17 - 6
13 - 5
†
†
18 - 8
14 - 4
†
17 - 9
17 - 9
13 - 5
†
16 - 5
15 - 7
11 - 11
19 - 5
16 - 2
15 - 1
11 - 7
†
18 - 4
16 - 2
12 - 5
18 - 4
15 - 4
15 - 4
11 - 7
18 - 4
15 - 0
14 - 2
10 - 10
17 - 9
14 - 9
13 - 10
10 - 7
19 - 9
16 - 9
14 - 9
11 - 4
16 - 9
14 - 0
14 - 0
10 - 7
16 - 5
13 - 5
12 - 8
9-8
15 - 10
13 - 3
12 - 4
9-6
18 - 4
15 - 0
13 - 3
10 - 2
15 - 0
12 - 6
12 - 6
9-6
3
PRESCRIPTIVE DESIGN
12 in.
Species and Grade
2x4
Spans are limited to 20 feet in length.
See footnotes 1-3.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
205
1/13/02, 9:10 AM
101256503
206
PRESCRIPTIVE DESIGN
TABLE
3.26G Species
Table 3.26G Rafter Spans for Common
Lumber
RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD
(Ceiling Attached to Rafters, L/∆=180)
(Ceiling Not Attached to Rafters, Ground Snow Load = 70 psf, L/∆ = 180)
Dead Load = 10 psf
Joist Spacing
12 in.
16 in.
19.2 in.
24 in.
†
Species and Grade
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Dead Load = 20 psf
2x4
2x6
2x8
2x10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
7-2
6-8
6-4
4 - 10
6 - 10
6-7
6-2
4-9
7-1
6 - 11
6-8
5-0
6-8
6-3
6-3
4-9
6-6
5-9
5-6
4-2
6-2
5-9
5-4
4-1
6-5
6-4
5-9
4-4
6-1
5-5
5-5
4-1
6-2
5-3
5-0
3 - 10
5 - 10
5-3
4 - 10
3-9
6-1
5 - 10
5-3
4-0
5-8
4 - 11
4 - 11
3-9
5-9
4-9
4-6
3-5
5-5
4-8
4-4
3-4
5-7
5-3
4-9
3-7
5-3
4-5
4-5
3-4
11 - 4
9-9
9-3
7-1
10 - 8
9-8
9-0
6 - 11
11 - 1
10 - 11
9-7
7-5
10 - 5
9-2
9-2
6 - 11
10 - 3
8-6
8-0
6-2
9-8
8-4
7 - 10
6-0
10 - 1
9-6
8-4
6-5
9-5
7 - 11
7 - 11
6-0
9-5
7-9
7-4
5-7
9-2
7-7
7-1
5-6
9-6
8-8
7-7
5 - 10
8-8
7-3
7-3
5-6
8-6
6 - 11
6-7
5-0
8-2
6 - 10
6-4
4 - 11
8 - 10
7-9
6-9
5-3
7-9
6-6
6-6
4 - 11
14 - 11
12 - 4
11 - 9
9-0
14 - 1
12 - 3
11 - 5
8-9
14 - 8
13 - 10
12 - 4
9-5
13 - 9
11 - 7
11 - 7
8-9
13 - 1
10 - 9
10 - 2
7-9
12 - 8
10 - 7
9 - 11
7-7
13 - 4
12 - 0
10 - 9
8-2
12 - 0
10 - 0
10 - 0
7-7
12 - 0
9-9
9-3
7-1
11 - 7
9-8
9-0
6 - 11
12 - 6
10 - 11
9-9
7-6
10 - 11
9-2
9-2
6 - 11
10 - 9
8-9
8-4
6-4
10 - 4
8-8
8-1
6-2
11 - 8
9-9
8-9
6-8
9-9
8-2
8-2
6-2
18 - 6
15 - 1
14 - 4
10 - 11
17 - 11
14 - 11
13 - 11
10 - 8
18 - 8
16 - 5
14 - 9
11 - 2
16 - 11
14 - 2
14 - 2
10 - 8
16 - 0
13 - 1
12 - 5
9-6
15 - 6
12 - 11
12 - 1
9-3
17 - 0
14 - 3
12 - 9
9-8
14 - 8
12 - 3
12 - 3
9-3
14 - 8
11 - 11
11 - 4
8-8
14 - 2
11 - 10
11 - 0
8-5
16 - 0
13 - 0
11 - 8
8 - 10
13 - 4
11 - 2
11 - 2
8-5
13 - 1
10 - 8
10 - 2
7-9
12 - 8
10 - 7
9 - 10
7-7
14 - 7
11 - 7
10 - 5
7 - 11
11 - 11
10 - 0
10 - 0
7-7
†
17 - 6
16 - 7
12 - 8
†
17 - 4
16 - 2
12 - 5
†
19 - 7
17 - 4
13 - 3
19 - 7
16 - 5
16 - 5
12 - 5
18 - 7
15 - 2
14 - 5
11 - 0
18 - 0
15 - 0
14 - 0
10 - 9
†
17 - 0
15 - 0
11 - 6
17 - 0
14 - 2
14 - 2
10 - 9
17 - 0
13 - 10
13 - 2
10 - 0
16 - 5
13 - 8
12 - 9
9 - 10
19 - 1
15 - 6
13 - 8
10 - 6
15 - 6
13 - 0
13 - 0
9 - 10
15 - 2
12 - 5
11 - 9
9-0
14 - 8
12 - 3
11 - 5
8-9
17 - 1
13 - 10
12 - 3
9-5
13 - 10
11 - 7
11 - 7
8-9
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x12
2x4
Maximum Rafter Spans1,2
2x6
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
7-2
6-4
6-0
4-7
6 - 10
6-3
5 - 10
4-6
7-1
6 - 11
6-4
4-9
6-8
5 - 11
5 - 11
4-6
6-6
5-6
5-2
4-0
6-2
5-5
5-1
3 - 11
6-5
6-1
5-6
4-2
6-1
5-2
5-2
3 - 11
6-2
5-0
4-9
3-8
5 - 10
4 - 11
4-7
3-7
6-1
5-7
5-0
3-9
5-7
4-8
4-8
3-7
5-6
4-6
4-3
3-3
5-4
4-5
4-2
3-2
5-7
5-0
4-6
3-4
5-0
4-2
4-2
3-2
11 - 4
9-3
8 - 10
6-9
10 - 8
9-2
8-7
6-7
11 - 1
10 - 5
9-1
7-1
10 - 4
8-8
8-8
6-7
9 - 10
8-0
7-7
5 - 10
9-6
7 - 11
7-5
5-8
10 - 1
9-1
7 - 10
6-1
9-0
7-6
7-6
5-8
9-0
7-4
7-0
5-4
8-8
7-3
6-9
5-2
9-6
8-3
7-2
5-7
8-2
6 - 10
6 - 10
5-2
8-0
6-7
6-3
4-9
7-9
6-6
6-1
4-8
8 - 10
7-5
6-5
5-0
7-4
6-2
6-2
4-8
14 - 5
11 - 9
11 - 2
8-6
13 - 11
11 - 7
10 - 10
8-4
14 - 8
13 - 2
11 - 9
9-0
13 - 2
11 - 0
11 - 0
8-4
12 - 5
10 - 2
9-8
7-4
12 - 0
10 - 0
9-4
7-2
13 - 4
11 - 4
10 - 2
7-9
11 - 4
9-6
9-6
7-2
11 - 4
9-3
8 - 10
6-9
11 - 0
9-2
8-7
6-7
12 - 6
10 - 5
9-3
7-1
10 - 5
8-8
8-8
6-7
10 - 2
8-4
7 - 11
6-0
9 - 10
8-2
7-8
5 - 10
11 - 6
9-3
8-4
6-4
9-3
7-9
7-9
5 - 10
17 - 7
14 - 4
13 - 7
10 - 5
17 - 0
14 - 2
13 - 3
10 - 2
18 - 8
15 - 7
14 - 0
10 - 7
16 - 0
13 - 5
13 - 5
10 - 2
15 - 3
12 - 5
11 - 9
9-0
14 - 8
12 - 3
11 - 5
8-9
17 - 0
13 - 6
12 - 2
9-2
13 - 11
11 - 7
11 - 7
8-9
13 - 11
11 - 4
10 - 9
8-3
13 - 5
11 - 2
10 - 5
8-0
15 - 6
12 - 4
11 - 1
8-4
12 - 8
10 - 7
10 - 7
8-0
12 - 5
10 - 2
9-7
7-4
12 - 0
10 - 0
9-4
7-2
13 - 10
11 - 0
9 - 11
7-6
11 - 4
9-6
9-6
7-2
†
16 - 8
15 - 9
12 - 1
19 - 8
16 - 5
15 - 4
11 - 9
†
18 - 7
16 - 5
12 - 7
18 - 7
15 - 7
15 - 7
11 - 9
17 - 8
14 - 5
13 - 8
10 - 5
17 - 1
14 - 3
13 - 3
10 - 2
19 - 10
16 - 1
14 - 3
10 - 11
16 - 1
13 - 6
13 - 6
10 - 2
16 - 1
13 - 2
12 - 6
9-6
15 - 7
13 - 0
12 - 1
9-4
18 - 1
14 - 8
13 - 0
10 - 0
14 - 8
12 - 4
12 - 4
9-4
14 - 5
11 - 9
11 - 2
8-6
13 - 11
11 - 7
10 - 10
8-4
16 - 3
13 - 2
11 - 7
8 - 11
13 - 2
11 - 0
11 - 0
8-4
Spans are limited to 20 feet in length.
See footnotes 1-3.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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101256503
WOOD FRAME CONSTRUCTION MANUAL
207
TABLE
3.26H Species
Table 3.26H Rafter Spans for Common
Lumber
RAFTER SPANS FOR 70 PSF GROUND SNOW LOAD
(Ceiling Attached to Rafters, L/∆=240)
(Ceiling Attached to Rafters, Ground Snow Load = 70 psf, L/∆ = 240)
Dead Load = 20 psf
Dead Load = 10 psf
Joist Spacing
16 in.
19.2 in.
24 in.
†
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
Spruce-Pine Fir
2x6
2x8
2x10
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
6-6
6-4
6-2
4 - 10
6-2
6-1
5-9
4-9
6-5
6-4
6-2
5-0
6-1
5 - 11
5 - 11
4-9
5 - 11
5-9
5-6
4-2
5-7
5-6
5-3
4-1
5 - 10
5-9
5-7
4-4
5-6
5-4
5-4
4-1
5-7
5-3
5-0
3 - 10
5-3
5-2
4 - 10
3-9
5-6
5-5
5-3
4-0
5-2
4 - 11
4 - 11
3-9
5-2
4-9
4-6
3-5
4 - 11
4-8
4-4
3-4
5-1
5-0
4-9
3-7
4 - 10
4-5
4-5
3-4
10 - 3
9-9
9-3
7-1
9-8
9-6
9-0
6 - 11
10 - 1
9 - 11
9-7
7-5
9-6
9-2
9-2
6 - 11
9-4
8-6
8-0
6-2
8 - 10
8-4
7 - 10
6-0
9-2
9-0
8-4
6-5
8-8
7 - 11
7 - 11
6-0
8-9
7-9
7-4
5-7
8-4
7-7
7-1
5-6
8-8
8-6
7-7
5 - 10
8-1
7-3
7-3
5-6
8-2
6 - 11
6-7
5-0
7-8
6 - 10
6-4
4 - 11
8-0
7-9
6-9
5-3
7-6
6-6
6-6
4 - 11
13 - 7
12 - 4
11 - 9
9-0
12 - 10
12 - 3
11 - 5
8-9
13 - 4
13 - 1
12 - 4
9-5
12 - 6
11 - 7
11 - 7
8-9
12 - 4
10 - 9
10 - 2
7-9
11 - 8
10 - 7
9 - 11
7-7
12 - 1
11 - 10
10 - 9
8-2
11 - 5
10 - 0
10 - 0
7-7
11 - 7
9-9
9-3
7-1
10 - 11
9-8
9-0
6 - 11
11 - 5
10 - 11
9-9
7-6
10 - 8
9-2
9-2
6 - 11
10 - 9
8-9
8-4
6-4
10 - 2
8-8
8-1
6-2
10 - 7
9-9
8-9
6-8
9-9
8-2
8-2
6-2
17 - 3
15 - 1
14 - 4
10 - 11
16 - 4
14 - 11
13 - 11
10 - 8
17 - 0
16 - 5
14 - 9
11 - 2
16 - 0
14 - 2
14 - 2
10 - 8
15 - 8
13 - 1
12 - 5
9-6
14 - 10
12 - 11
12 - 1
9-3
15 - 5
14 - 3
12 - 9
9-8
14 - 6
12 - 3
12 - 3
9-3
14 - 8
11 - 11
11 - 4
8-8
14 - 0
11 - 10
11 - 0
8-5
14 - 6
13 - 0
11 - 8
8 - 10
13 - 4
11 - 2
11 - 2
8-5
13 - 1
10 - 8
10 - 2
7-9
12 - 8
10 - 7
9 - 10
7-7
13 - 6
11 - 7
10 - 5
7 - 11
11 - 11
10 - 0
10 - 0
7-7
†
17 - 6
16 - 7
12 - 8
19 - 10
17 - 4
16 - 2
12 - 5
†
19 - 7
17 - 4
13 - 3
19 - 5
16 - 5
16 - 5
12 - 5
18 - 7
15 - 2
14 - 5
11 - 0
18 - 0
15 - 0
14 - 0
10 - 9
18 - 9
17 - 0
15 - 0
11 - 6
17 - 0
14 - 2
14 - 2
10 - 9
17 - 0
13 - 10
13 - 2
10 - 0
16 - 5
13 - 8
12 - 9
9 - 10
17 - 8
15 - 6
13 - 8
10 - 6
15 - 6
13 - 0
13 - 0
9 - 10
15 - 2
12 - 5
11 - 9
9-0
14 - 8
12 - 3
11 - 5
8-9
16 - 5
13 - 10
12 - 3
9-5
13 - 10
11 - 7
11 - 7
8-9
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
SS
#1
#2
#3
2x12
2x4
Maximum Rafter Spans1,2
2x6
2x8
2x10
2x12
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
6-6
6-4
6-0
4-7
6-2
6-1
5-9
4-6
6-5
6-4
6-2
4-9
6-1
5 - 11
5 - 11
4-6
5 - 11
5-6
5-2
4-0
5-7
5-5
5-1
3 - 11
5 - 10
5-9
5-6
4-2
5-6
5-2
5-2
3 - 11
5-7
5-0
4-9
3-8
5-3
4 - 11
4-7
3-7
5-6
5-5
5-0
3-9
5-2
4-8
4-8
3-7
5-2
4-6
4-3
3-3
4 - 11
4-5
4-2
3-2
5-1
5-0
4-6
3-4
4 - 10
4-2
4-2
3-2
10 - 3
9-3
8 - 10
6-9
9-8
9-2
8-7
6-7
10 - 1
9 - 11
9-1
7-1
9-6
8-8
8-8
6-7
9-4
8-0
7-7
5 - 10
8 - 10
7 - 11
7-5
5-8
9-2
9-0
7 - 10
6-1
8-8
7-6
7-6
5-8
8-9
7-4
7-0
5-4
8-4
7-3
6-9
5-2
8-8
8-3
7-2
5-7
8-1
6 - 10
6 - 10
5-2
8-0
6-7
6-3
4-9
7-8
6-6
6-1
4-8
8-0
7-5
6-5
5-0
7-4
6-2
6-2
4-8
13 - 7
11 - 9
11 - 2
8-6
12 - 10
11 - 7
10 - 10
8-4
13 - 4
13 - 1
11 - 9
9-0
12 - 6
11 - 0
11 - 0
8-4
12 - 4
10 - 2
9-8
7-4
11 - 8
10 - 0
9-4
7-2
12 - 1
11 - 4
10 - 2
7-9
11 - 4
9-6
9-6
7-2
11 - 4
9-3
8 - 10
6-9
10 - 11
9-2
8-7
6-7
11 - 5
10 - 5
9-3
7-1
10 - 5
8-8
8-8
6-7
10 - 2
8-4
7 - 11
6-0
9 - 10
8-2
7-8
5 - 10
10 - 7
9-3
8-4
6-4
9-3
7-9
7-9
5 - 10
17 - 3
14 - 4
13 - 7
10 - 5
16 - 4
14 - 2
13 - 3
10 - 2
17 - 0
15 - 7
14 - 0
10 - 7
16 - 0
13 - 5
13 - 5
10 - 2
15 - 3
12 - 5
11 - 9
9-0
14 - 8
12 - 3
11 - 5
8-9
15 - 5
13 - 6
12 - 2
9-2
13 - 11
11 - 7
11 - 7
8-9
13 - 11
11 - 4
10 - 9
8-3
13 - 5
11 - 2
10 - 5
8-0
14 - 6
12 - 4
11 - 1
8-4
12 - 8
10 - 7
10 - 7
8-0
12 - 5
10 - 2
9-7
7-4
12 - 0
10 - 0
9-4
7-2
13 - 6
11 - 0
9 - 11
7-6
11 - 4
9-6
9-6
7-2
†
16 - 8
15 - 9
12 - 1
19 - 8
16 - 5
15 - 4
11 - 9
†
18 - 7
16 - 5
12 - 7
18 - 7
15 - 7
15 - 7
11 - 9
17 - 8
14 - 5
13 - 8
10 - 5
17 - 1
14 - 3
13 - 3
10 - 2
18 - 9
16 - 1
14 - 3
10 - 11
16 - 1
13 - 6
13 - 6
10 - 2
16 - 1
13 - 2
12 - 6
9-6
15 - 7
13 - 0
12 - 1
9-4
17 - 8
14 - 8
13 - 0
10 - 0
14 - 8
12 - 4
12 - 4
9-4
14 - 5
11 - 9
11 - 2
8-6
13 - 11
11 - 7
10 - 10
8-4
16 - 3
13 - 2
11 - 7
8 - 11
13 - 2
11 - 0
11 - 0
8-4
3
PRESCRIPTIVE DESIGN
12 in.
Species and Grade
2x4
Spans are limited to 20 feet in length.
See footnotes 1-3.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
207
1/13/02, 9:10 AM
101256503
208
PRESCRIPTIVE DESIGN
Footnotes to Tables 3.26A-H
1
Tabulated rafter spans assume ceiling joists or rafter ties are located at the bottom of the attic space to resist thrust. When ceiling
joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the factors given in the following
table:
Ceiling Height/Roof Ridge Height
(HC/HR)
Rafter Span Adjustment Factors
1/2
1/3
1/4
1/5
1/6
1/7.5 and less
0.58
0.67
0.76
0.83
0.90
1.00
HR
T
HR
HC
T
T
HC
T
Note: Lateral deflection of the rafter below the rafter ties may exceed 3/4 inch when rafter ties are located above onethird of the ridge height, HR, or when HC is greater than 2 feet and may require additional consideration.
2
Tabulated rafter spans are based on roof dead and live loads. For Exposure B wind loads, the rafter span adjustment factor, which
shall not exceed 1.0, shall be multiplied times the rafter spans in Table 3.26 A & B. For Exposure C, rafter span adjustments shall
be multiplied by 0.8.
RAFTER SPAN ADJUSTMENT FOR EXPOSURE B & C WIND LOADS
Three Second Gust Wind Speed (mph)
85
90
100
1.18
1.17
1.16
1.34
1.30
1.24
1.17
1.52
1.42
1.32
1.22
1.14
1.06
1.10
1.09
1.08
1.25
1.21
1.15
1.09
1.41
1.31
1.22
1.14
1.06
0.98
120
130
140
150
0.67
0.67
0.66
0.75
0.73
0.70
0.66
0.82
0.78
0.73
0.68
0.64
0.60
0.62
0.62
0.61
0.70
0.68
0.65
0.62
0.76
0.72
0.68
0.63
0.59
0.56
Rafter Span Adjustment Factor for Dual-Pitched Roofs
Roof Pitch
0:12
1:12
2:12
3:12
4:12
5:12
6:12
7:12
8:12
9:12
10:12
11:12
12:12
3
110
0.97
0.97
0.96
1.10
1.07
1.02
0.96
1.23
1.15
1.07
1.00
0.93
0.87
0.87
0.87
0.86
0.98
0.96
0.91
0.86
1.09
1.02
0.96
0.89
0.84
0.78
0.79
0.79
0.78
0.89
0.87
0.83
0.78
0.98
0.92
0.87
0.81
0.76
0.71
0.73
0.72
0.72
0.81
0.79
0.76
0.72
0.90
0.84
0.79
0.74
0.69
0.65
Tabulated rafter spans in Table 3.26 A & B shall be permitted to be multiplied by the sloped roof adjustment factors in the
following table, for roof pitches greater than 4:12:
20 psf Live, 10 psf Dead 20 psf Live, 20 psf Dead
Roof Pitch
Adjustment Factor for Sloped Roofs
5:12
1.02
1.01
6:12
1.04
1.03
7:12
1.05
1.04
8:12
1.07
1.05
9:12
1.10
1.07
10:12
1.12
1.08
11:12
1.14
1.10
12:12
1.17
1.12
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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WOOD FRAME CONSTRUCTION MANUAL
Table 3.27
209
Representative Metal Plate Connected Wood Roof Truss Spans
Actual Design Spans Shall Be Obtained from the Truss Manufacturer
(Top Chord Live Load = 20 psf; Top Chord Dead Load = 10 psf; Bottom Chord Dead Load = 10 psf)
Queen Post
Fink
Scissors
3
2x6
2x4
2x6
2x4
2x6
Representative Roof Truss Spans for 24" o.c. Spacing
Roof
Pitch
3:12
4:12
5:12
Species and Grade
(ft.- in.)
(ft.- in.)
(ft.- in.)
(ft.- in.)
(ft.- in.)
(ft.- in.)
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir
Spruce-Pine-Fir
SS
#1
#2
SS
#1
#2
SS
#1
#2
SS
#1
#2
(22-4) 22-4
(19-0) 19-0
(17-3) 17-3
(20-8) 20-8
(18-1) 18-1
(16-6) 16-6
(22-4) 22-4
(20-8) 20-8
(18-9) 18-9
(19-9) 19-9
(16-10) 16-10
(16-10) 16-10
(29-0) 29-0
(27-0) 27-0
(26-0) 26-0
(26-8) 26-8
(25-5) 25-5
(23-8) 23-8
(29-0) 29-0
(27-5) 27-5
(26-3) 26-3
(25-10) 25-10
(24-6) 24-6
(24-6) 24-6
(30-5) 30-10
(27-10) 28-3
(25-7) 25-7
(29-1) 29-6
(26-10) 26-10
(24-5) 24-5
(30-5) 30-10
(28-11) 29-5
(27-1) 27-10
(28-2) 28-7
(23-4) 24-10
(23-4) 24-10
(36-0)
(36-0)
(36-0)
(36-0)
(36-0)
(35-2)
(36-0)
(36-0)
(36-0)
(36-0)
(32-7)
(32-7)
36-0
36-0
36-0
36-0
36-0
35-2
36-0
36-0
36-0
36-0
34-8
34-8
(24-8) 25-1
(21-9) 23-2
(19-3) 20-9
(23-4) 23-10
(19-10) 21-5
(16-10) 18-2
(24-8) 25-1
(23-0) 24-0
(18-6) 19-11
(22-1) 23-0
(14-11) 16-1
(14-11) 16-1
(36-0) 36-0
(30-4) 32-9
(26-5) 28-6
(35-0) 35-8
(27-4) 29-6
(23-6) 25-4
(36-0) 36-0
(31-7) 34-1
(25-11) 27-11
(30-10) 33-3
(20-6) 22-0
(20-6) 22-0
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir
Spruce-Pine-Fir
SS
#1
#2
SS
#1
#2
SS
#1
#2
SS
#1
#2
(22-4) 22-4
(19-0) 19-0
(17-3) 17-3
(20-8) 20-8
(18-1) 18-1
(16-6) 16-6
(22-4) 22-4
(20-8) 20-8
(18-9) 18-9
(19-9) 19-9
(16-10) 16-10
(16-10) 16-10
(29-0) 29-0
(27-0) 27-0
(26-0) 26-0
(26-8) 26-8
(25-5) 25-5
(23-8) 23-8
(29-0) 29-0
(27-5) 27-5
(26-3) 26-3
(25-10) 25-10
(24-6) 24-6
(24-6) 24-6
(33-2) 33-2
(28-3) 28-3
(25-7) 25-7
(30-9) 30-9
(26-10) 26-10
(24-5) 24-5
(33-2) 33-2
(30-8) 30-8
(27-10) 27-10
(29-4) 29-4
(25-0) 25-0
(25-0) 25-0
(36-0)
(36-0)
(36-0)
(36-0)
(36-0)
(35-2)
(36-0)
(36-0)
(36-0)
(36-0)
(36-0)
(36-0)
36-0
36-0
36-0
36-0
36-0
35-2
36-0
36-0
36-0
36-0
36-0
36-0
(28-3) 28-9
(26-0) 26-7
(24-2) 25-5
(26-10) 27-4
(24-10) 25-5
(21-3) 22-11
(28-3) 28-9
(27-0) 27-6
(23-4) 25-2
(25-11) 26-5
(18-10) 20-4
(18-10) 20-4
(36-0)
(36-0)
(33-2)
(36-0)
(34-4)
(29-5)
(36-0)
(36-0)
(32-6)
(36-0)
(25-7)
(25-7)
36-0
36-0
35-9
36-0
36-0
31-9
36-0
36-0
35-1
36-0
27-7
27-7
Douglas Fir-Larch
Douglas Fir-Larch
Douglas Fir-Larch
Hem-Fir
Hem-Fir
Hem-Fir
Southern Pine
Southern Pine
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir
Spruce-Pine-Fir
SS
#1
#2
SS
#1
#2
SS
#1
#2
SS
#1
#2
(22-4) 22-4
(19-0) 19-0
(17-3) 17-3
(20-8) 20-8
(18-1) 18-1
(16-6) 16-6
(22-4) 22-4
(20-8) 20-8
(18-9) 18-9
(19-9) 19-9
(16-10) 16-10
(16-10) 16-10
(29-0) 29-0
(27-0) 27-0
(26-0) 26-0
(26-8) 26-8
(25-5) 25-5
(23-8) 23-8
(29-0) 29-0
(27-5) 27-5
(26-3) 26-3
(25-10) 25-10
(24-6) 24-6
(24-6) 24-6
(33-2) 33-2
(28-3) 28-3
(25-7) 25-7
(30-9) 30-9
(26-10) 26-10
(24-5) 24-5
(33-2) 33-2
(30-8) 30-8
(27-10) 27-10
(29-4) 29-4
(25-0) 25-0
(25-0) 25-0
(36-0)
(36-0)
(36-0)
(36-0)
(36-0)
(35-2)
(36-0)
(36-0)
(36-0)
(36-0)
(36-0)
(36-0)
36-0
36-0
36-0
36-0
36-0
35-2
36-0
36-0
36-0
36-0
36-0
36-0
(31-1) 31-7
(28-8) 29-3
(27-5) 28-0
(29-7) 30-1
(27-6) 28-1
(25-3) 26-10
(31-1) 31-7
(29-9) 30-2
(27-8) 28-10
(28-7) 29-1
(22-6) 24-3
(22-6) 24-3
(36-0)
(36-0)
(36-0)
(36-0)
(36-0)
(35-1)
(36-0)
(36-0)
(36-0)
(36-0)
(30-6)
(30-6)
36-0
36-0
36-0
36-0
36-0
36-0
36-0
36-0
36-0
36-0
33-0
33-0
PRESCRIPTIVE DESIGN
2x4
GENERAL NOTES
•
Truss spans shown above are examples for the loadings and configurations shown. They shall be verified for the appropriate wind load conditions.
The tables are not intended to be used for design purposes. Spans have been determined in accordance with the Truss Plate Institute’s National Design
Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1, and the National Design Specification® for Wood Construction,
ANSI/AF&PA NDS of the American Forest & Paper Association. Tables shown are not intended to limit roof trusses to these loads, lumber, shapes,
and configurations. See your truss manufacturer for actual truss designs and solutions to custom roof profiles. Some truss spans for the
configurations shown may vary with each manufacturer. Roof spans greater than 36 feet are possible but are limited by the context of this manual.
•
These representative spans are applicable only to trusses that are shop built with metal connector plates designed to resist the resulting forces in each
member. The size and grade of the web members must be determined from the resulting forces of each member.
•
Representative spans shown assume that the moisture content of the lumber does not exceed 19% at time of manufacture and during end use.
•
For scissors trusses the bottom chord pitch is one half the top chord pitch.
•
Table applies to both snow and non-snow applications, spans shown in parenthesis are for ground snow loads equal to 30 psf.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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101256503
210
PRESCRIPTIVE DESIGN
Table 3.28
Hip and Valley Beam Sizes
Roof Live Load
20 psf
Hip or Valley Beam
10 psf
20 psf
10 psf
Hip or Valley
Horizontal Span
Area
(ft. - in.)
(ft. x ft.)
1
Ground Snow Load
50 psf
30 psf
Roof Dead Load
20 psf
10 psf
20 psf
70 psf
10 psf
20 psf
Hip Rafter or Valley Beam Size1
4'x 4'
1-2x6
1-2x6
1-2x6
1-2x6
1-2x6
1-2x6
1-2x6
1-2x6
5-8
8-6
6'x 6'
1-2x6
1-2x6
1-2x6
1-2x6
2-2x6
2-2x6
2-2x6
2-2x6
11-4
8'x 8'
2-2x6
2-2x6
2-2x6
2-2x8
2-2x8
2-2x8
2-2x10
2-2x10
14-2
10'x 10'
2-2x8
2-2x10
2-2x10
2-2x10
2-2x12
2-2x12
3-2x10
3-2x12
17-0
12'x 12'
2-2x10
2-2x12
2-2x12
3-2x10
3-2x12
4-2x12
4-2x12
4-2x12
19-10
14'x 14'
3-2x12
4-2x12
3-2x12
4-2x12
4-2x12
22-8
16'x 16'
4-2x12
N/A
Tabulated values are based on #2 Grade Hem Fir and are applicable to species with equal or greater Fb and E from the Supplement (i.e.,
Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir).
Valley Rafter
Hip Area
Ridgelines
Hip Rafter
Hip Jacks
Valley Area
Valley Jacks
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
211
Table 3.29A Ridge Beam Spans
(Roof Live Load = 20 psf)
Roof Dead Load = 10 psf
Roof Dead Load = 20 psf
Building Width (ft.)
12
Size
24
Building Width (ft.)
36
12
24
36
Maximum Ridge Beam Spans (ft.-in.) for Common Lumber Species1
1-2x6
6-3
4-5
3-7
5-5
3 - 10
3-1
1-2x8
7 - 11
5-7
4-7
6 - 10
4 - 10
3 - 11
4 - 10
9-7
6 - 10
5-7
8-4
5 - 11
1-2x12
11 - 2
7 - 11
6-5
9-8
6 - 10
5-7
2-2x6
9-3
6-6
5-4
8-0
5-8
4-7
2-2x8
11 - 8
8-3
6-9
10 - 1
7-2
5 - 10
2-2x10
14 - 3
10 - 1
8-3
12 - 4
8-9
7-2
2-2x12
16 - 7
11 - 8
9-7
14 - 4
10 - 2
8-3
3-2x8
14 - 6
10 - 4
8-5
12 - 8
9-0
7-4
3-2x10
17 - 10
12 - 8
10 - 4
15 - 6
10 - 11
8 - 11
3-2x12
20 - 9
14 - 8
12 - 0
17 - 11
12 - 8
10 - 4
4-2x8
16 - 0
11 - 11
9-9
14 - 6
10 - 4
8-5
4-2x10
20 - 5
14 - 7
11 - 11
17 - 10
12 - 8
10 - 4
4-2x12
23 - 11
16 - 11
13 - 10
20 - 9
14 - 8
12 - 0
Size
PRESCRIPTIVE DESIGN
1-2x10
3
Maximum Ridge Beam Spans (ft.-in.) for Glued Laminated Beams2
3x5.500
10 - 1
8-0
7-0
9-2
7-3
6-3
3x6.875
12 - 7
10 - 0
8-9
11 - 5
9-1
7 - 10
3x8.250
15 - 2
12 - 0
10 - 6
13 - 9
10 - 11
9-5
3x9.625
17 - 8
14 - 0
12 - 3
16 - 0
12 - 9
11 - 0
3x11.000
20 - 2
16 - 0
14 - 0
18 - 4
14 - 7
12 - 6
3x12.375
22 - 8
18 - 0
15 - 9
20 - 7
16 - 4
14 - 1
3x13.750
25 - 3
20 - 0
17 - 6
22 - 11
18 - 2
15 - 8
3x15.125
27 - 9
22 - 0
19 - 3
25 - 2
20 - 0
17 - 3
3x16.500
30 - 3
24 - 0
21 - 0
27 - 6
21 - 10
18 - 9
3x17.875
32 - 9
26 - 0
22 - 9
29 - 9
23 - 8
20 - 4
3x19.250
35 - 4
28 - 0
24 - 6
32 - 1
25 - 6
21 - 11
3x20.625
37 - 10
30 - 0
26 - 3
34 - 4
27 - 3
23 - 6
3x22.000
40 - 4
32 - 0
28 - 0
36 - 8
29 - 1
25 - 1
3x23.375
42 - 11
34 - 0
29 - 9
39 - 0
30 - 11
26 - 7
3x24.750
45 - 5
36 - 0
31 - 6
41 - 3
32 - 9
28 - 2
5x5.500
12 - 0
9-6
8-4
10 - 10
8-8
7-6
5x6.875
15 - 0
11 - 10
10 - 4
13 - 7
10 - 9
9-5
5x8.250
17 - 11
14 - 3
12 - 5
16 - 4
12 - 11
11 - 4
5x9.625
20 - 11
16 - 7
14 - 6
19 - 0
15 - 1
13 - 2
5x11.000
23 - 11
19 - 0
16 - 7
21 - 9
17 - 3
15 - 1
5x12.375
26 - 11
21 - 4
18 - 8
24 - 5
19 - 5
17 - 0
5x13.750
29 - 11
23 - 9
20 - 9
27 - 2
21 - 7
18 - 10
5x15.125
32 - 11
26 - 1
22 - 10
29 - 11
23 - 9
20 - 9
5x16.500
35 - 11
28 - 6
24 - 11
32 - 7
25 - 11
22 - 7
5x17.875
38 - 11
30 - 10
27 - 0
35 - 4
28 - 0
24 - 6
5x19.250
41 - 10
33 - 3
29 - 0
38 - 0
30 - 2
26 - 4
5x20.625
44 - 10
35 - 7
31 - 1
40 - 9
32 - 4
28 - 3
5x22.000
47 - 10
38 - 0
33 - 2
43 - 6
34 - 6
30 - 2
5x23.375
50 - 10
40 - 4
35 - 3
46 - 2
36 - 8
32 - 0
53 - 10
42 - 9
37 - 4
48 - 11
38 - 10
33 - 11
5x24.750
1
Tabulated values are based on #2 Grade Hem-Fir, and are applicable to species with
equal or greater Fb and E from the Supplement (i.e., Douglas Fir-Larch, Southern Pine, or
Spruce-Pine-Fir).
2
Tabulated spans assume a 24F combination glulam with a minimum Fbx = 2,400 psi,
Fvx = 155 psi, and E = 1,500,000 psi.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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101256503
212
PRESCRIPTIVE DESIGN
Table 3.29B Ridge Beam Spans
(Ground Snow Load = 30 psf)
Roof Dead Load = 10 psf
Roof Dead Load = 20 psf
Building Width (ft.)
12
Size
24
Building Width (ft.)
36
12
24
36
Maximum Ridge Beam Spans (ft.-in.) for Common Lumber Species1
1-2x6
5-8
4-0
3-3
5-0
3-6
2 - 10
1-2x8
7-2
5-1
4-2
6-4
4-5
3-8
1-2x10
8-9
6-3
5-1
7-8
5-5
4-5
1-2x12
10 - 2
7-2
5 - 11
8 - 11
6-4
5-2
2-2x6
8-5
6-0
4 - 10
7-5
5-3
4-3
2-2x8
10 - 8
7-7
6-2
9-4
6-7
5-5
2-2x10
13 - 0
9-3
7-6
11 - 5
8-1
6-7
2-2x12
15 - 1
10 - 8
8-9
13 - 3
9-4
7-8
3-2x8
13 - 4
9-5
7-9
11 - 9
8-3
6-9
3-2x10
16 - 4
11 - 6
9-5
14 - 4
10 - 1
8-3
3-2x12
18 - 11
13 - 5
10 - 11
16 - 7
11 - 9
9-7
4-2x8
15 - 5
10 - 11
8 - 11
13 - 6
9-7
7 - 10
4-2x10
18 - 10
13 - 4
10 - 11
16 - 6
11 - 8
9-6
4-2x12
21 - 10
15 - 5
12 - 7
19 - 2
13 - 7
11 - 1
Size
Maximum Ridge Beam Spans (ft.-in.) for Glued Laminated Beams2
3x5.500
9-9
7-9
6-9
8 - 11
7-1
5-6
3x6.875
12 - 2
9-8
8-6
11 - 2
8 - 10
6 - 10
3x8.250
14 - 8
11 - 7
10 - 2
13 - 5
10 - 8
8-3
3x9.625
17 - 1
13 - 7
11 - 10
15 - 8
12 - 5
9-7
3x11.000
19 - 6
15 - 6
13 - 6
17 - 11
14 - 2
11 - 0
3x12.375
22 - 0
17 - 5
15 - 3
20 - 1
16 - 0
12 - 4
3x13.750
24 - 5
19 - 4
16 - 11
22 - 4
17 - 9
13 - 8
3x15.125
26 - 10
21 - 4
18 - 7
24 - 7
19 - 6
15 - 1
3x16.500
29 - 3
23 - 3
20 - 4
26 - 10
21 - 3
16 - 5
3x17.875
31 - 9
25 - 2
22 - 0
29 - 1
23 - 1
17 - 10
3x19.250
34 - 2
27 - 1
23 - 8
31 - 4
24 - 10
19 - 2
3x20.625
36 - 7
29 - 1
25 - 5
33 - 6
26 - 7
20 - 7
3x22.000
39 - 1
31 - 0
27 - 0
35 - 9
28 - 5
21 - 11
3x23.375
41 - 6
32 - 11
28 - 7
38 - 0
30 - 2
23 - 4
3x24.750
43 - 11
34 - 10
30 - 1
40 - 3
31 - 11
24 - 8
5x5.500
11 - 7
9-2
8-0
10 - 7
8-5
7-4
5x6.875
14 - 6
11 - 6
10 - 0
13 - 3
10 - 6
9-2
5x8.250
17 - 4
13 - 9
12 - 0
15 - 11
12 - 7
11 - 0
5x9.625
20 - 3
16 - 1
14 - 1
18 - 7
14 - 9
12 - 10
5x11.000
23 - 2
18 - 5
16 - 1
21 - 2
16 - 10
14 - 8
5x12.375
26 - 1
20 - 8
18 - 1
23 - 10
18 - 11
16 - 6
5x13.750
28 - 11
23 - 0
20 - 1
26 - 6
21 - 0
18 - 5
5x15.125
31 - 10
25 - 3
22 - 1
29 - 2
23 - 2
20 - 3
5x16.500
34 - 9
27 - 7
24 - 1
31 - 10
25 - 3
22 - 1
5x17.875
37 - 7
29 - 10
26 - 1
34 - 5
27 - 4
23 - 11
5x19.250
40 - 6
32 - 2
28 - 1
37 - 1
29 - 5
25 - 9
5x20.625
43 - 5
34 - 5
30 - 1
39 - 9
31 - 7
27 - 7
5x22.000
46 - 4
36 - 9
32 - 1
42 - 5
33 - 8
29 - 5
5x23.375
49 - 2
39 - 1
34 - 1
45 - 1
35 - 9
31 - 1
52 - 1
41 - 4
36 - 1
47 - 8
37 - 10
32 - 8
5x24.750
1
Tabulated values are based on #2 Grade Hem-Fir, and are applicable to species with
equal or greater Fb and E from the Supplement (i.e., Douglas Fir-Larch, Southern Pine, or
Spruce-Pine-Fir).
2
Tabulated spans assume a 24F combination glulam with a minimum F bx = 2,400 psi,
Fvx = 155 psi, and E = 1,500,000 psi.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
213
Table 3.29C Ridge Beam Spans
(Ground Snow Load = 50 psf)
Roof Dead Load = 10 psf
Roof Dead Load = 20 psf
Building Width (ft.)
12
Size
24
Building Width (ft.)
36
12
24
36
Maximum Ridge Beam Spans (ft.-in.) for Common Lumber Species1
4-8
3-4
2-9
4-3
3-0
2-6
1-2x8
5 - 11
4-2
3-5
5-5
3 - 10
3-1
1-2x10
7-3
5-2
4-2
6-7
4-8
3 - 10
1-2x12
8-5
6-0
4 - 10
7-8
5-5
4-5
2-2x6
7-0
4 - 11
4-0
6-4
4-6
3-8
2-2x8
8 - 10
6-3
5-1
8-0
5-8
4-8
2-2x10
10 - 9
7-7
6-3
9 - 10
6 - 11
5-8
2-2x12
12 - 6
8 - 10
7-3
11 - 4
8-0
6-7
3-2x8
11 - 0
7 - 10
6-4
10 - 1
7-1
5 - 10
3-2x10
13 - 6
9-6
7-9
12 - 3
8-8
7-1
3-2x12
15 - 8
11 - 1
9-0
14 - 3
10 - 1
8-3
4-2x8
12 - 9
9-0
7-4
11 - 7
8-2
6-8
4-2x10
15 - 7
11 - 0
9-0
14 - 2
10 - 0
8-2
4-2x12
18 - 1
12 - 9
10 - 5
16 - 5
11 - 7
9-6
Size
Maximum Ridge Beam Spans (ft.-in.) for Glued Laminated Beams2
3x5.500
8-5
6-8
5-0
8-1
6-0
4-3
3x6.875
10 - 7
8-4
6-3
10 - 1
7-5
5-4
3x8.250
12 - 8
10 - 1
7-6
12 - 1
8 - 11
6-5
3x9.625
14 - 9
11 - 9
8-8
14 - 2
10 - 5
7-6
3x11.000
16 - 10
13 - 5
9 - 11
16 - 2
11 - 11
8-7
3x12.375
19 - 0
15 - 1
11 - 2
18 - 2
13 - 5
9-8
3x13.750
21 - 1
16 - 9
12 - 5
20 - 2
14 - 11
10 - 8
3x15.125
23 - 2
18 - 5
13 - 8
22 - 2
16 - 5
11 - 9
3x16.500
25 - 4
20 - 1
14 - 11
24 - 3
17 - 11
12 - 10
3x17.875
27 - 5
21 - 9
16 - 2
26 - 3
19 - 4
13 - 11
3x19.250
29 - 6
23 - 5
17 - 5
28 - 3
20 - 10
15 - 0
3x20.625
31 - 8
25 - 1
18 - 8
30 - 3
22 - 4
16 - 1
3x22.000
33 - 9
26 - 9
19 - 11
32 - 4
23 - 10
17 - 1
3x23.375
35 - 10
28 - 5
21 - 2
34 - 4
25 - 4
18 - 2
3x24.750
38 - 0
30 - 2
22 - 5
36 - 4
26 - 10
19 - 3
5x5.500
10 - 0
7 - 11
6 - 11
9-7
7-7
6-6
5x6.875
12 - 6
9 - 11
8-8
12 - 0
9-6
8-2
5x8.250
15 - 0
11 - 11
10 - 5
14 - 4
11 - 5
9-9
5x9.625
17 - 6
13 - 11
12 - 2
16 - 9
13 - 4
11 - 5
5x11.000
20 - 0
15 - 11
13 - 10
19 - 2
15 - 2
13 - 1
5x12.375
22 - 6
17 - 10
15 - 7
21 - 7
17 - 1
14 - 8
5x13.750
25 - 0
19 - 10
17 - 4
23 - 11
19 - 0
16 - 4
5x15.125
27 - 6
21 - 10
19 - 1
26 - 4
20 - 11
17 - 11
5x16.500
30 - 0
23 - 10
20 - 10
28 - 9
22 - 10
19 - 7
5x17.875
32 - 6
25 - 10
22 - 6
31 - 1
24 - 8
21 - 1
5x19.250
35 - 0
27 - 9
24 - 3
33 - 6
26 - 7
22 - 7
5x20.625
37 - 6
29 - 9
26 - 0
35 - 11
28 - 6
24 - 1
5x22.000
40 - 0
31 - 9
27 - 9
38 - 4
30 - 5
25 - 5
5x23.375
42 - 6
33 - 9
29 - 6
40 - 8
32 - 4
26 - 11
3
PRESCRIPTIVE DESIGN
1-2x6
45 - 0
35 - 9
31 - 1
43 - 1
34 - 2
28 - 4
5x24.750
1
Tabulated values are based on #2 Grade Hem-Fir, and are applicable to species with
equal or greater Fb and E from the Supplement (i.e., Douglas Fir-Larch, Southern Pine, or
Spruce-Pine-Fir).
2
Tabulated spans assume a 24F combination glulam with a minimum F bx = 2,400 psi,
Fvx = 155 psi, and E = 1,500,000 psi.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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101256503
214
PRESCRIPTIVE DESIGN
Table 3.29D Ridge Beam Spans
(Ground Snow Load = 70 psf)
Roof Dead Load = 10 psf
Roof Dead Load = 20 psf
Building Width (ft.)
12
Size
24
Building Width (ft.)
36
12
24
36
Maximum Ridge Beam Spans (ft.-in.) for Common Lumber Species1
1-2x6
4-1
2 - 11
2-4
3 - 10
2-8
2-2
1-2x8
5-2
3-8
3-0
4 - 10
3-5
2-9
1-2x10
6-4
4-6
3-8
5 - 11
4-2
3-5
1-2x12
7-4
5-2
4-3
6 - 10
4 - 10
3 - 11
2-2x6
6-1
4-3
3-6
5-8
4-0
3-3
2-2x8
7-8
5-5
4-5
7-2
5-1
4-1
2-2x10
9-5
6-8
5-5
8-9
6-2
5-0
2-2x12
10 - 11
7-8
6-3
10 - 1
7-2
5 - 10
3-2x8
9-7
6 - 10
5-7
8 - 11
6-4
5-2
3-2x10
11 - 9
8-4
6-9
10 - 11
7-9
6-4
3-2x12
13 - 7
9-8
7 - 10
12 - 8
9-0
7-4
4-2x8
11 - 1
7 - 10
6-5
10 - 4
7-4
6-0
4-2x10
13 - 7
9-7
7 - 10
12 - 7
8 - 11
7-3
4-2x12
15 - 9
11 - 1
9-1
14 - 8
10 - 4
8-5
Size
Maximum Ridge Beam Spans (ft.-in.) for Glued Laminated Beams2
3x5.500
7-6
5-6
4-0
7-6
4 - 11
3-7
3x6.875
9-5
6 - 11
5-0
9-4
6-2
4-6
3x8.250
11 - 4
8-4
6-0
11 - 2
7-4
5-4
3x9.625
13 - 2
9-8
7-0
13 - 1
8-7
6-3
3x11.000
15 - 1
11 - 1
8-0
14 - 11
9 - 10
7-2
3x12.375
17 - 0
12 - 5
9-0
16 - 10
11 - 1
8-1
3x13.750
18 - 10
13 - 10
10 - 0
18 - 8
12 - 3
8 - 11
3x15.125
20 - 9
15 - 3
11 - 0
20 - 7
13 - 6
9 - 10
3x16.500
22 - 7
16 - 7
12 - 0
22 - 5
14 - 9
10 - 9
3x17.875
24 - 6
18 - 0
13 - 0
24 - 3
16 - 0
11 - 8
3x19.250
26 - 5
19 - 4
14 - 0
26 - 2
17 - 2
12 - 6
3x20.625
28 - 3
20 - 9
15 - 0
28 - 0
18 - 5
13 - 5
3x22.000
30 - 2
22 - 2
16 - 0
29 - 11
19 - 8
14 - 4
3x23.375
32 - 1
23 - 6
17 - 0
31 - 9
20 - 10
15 - 3
3x24.750
33 - 11
24 - 11
18 - 0
33 - 7
22 - 1
16 - 1
5x5.500
8 - 11
7-1
6-1
8 - 10
7-0
5-4
5x6.875
11 - 2
8 - 10
7-7
11 - 1
8-9
6-8
5x8.250
13 - 5
10 - 8
9-1
13 - 3
10 - 7
8-0
5x9.625
15 - 8
12 - 5
10 - 7
15 - 6
12 - 4
9-4
5x11.000
17 - 11
14 - 2
12 - 1
17 - 9
14 - 1
10 - 8
5x12.375
20 - 1
16 - 0
13 - 7
19 - 11
15 - 10
12 - 1
5x13.750
22 - 4
17 - 9
15 - 1
22 - 2
17 - 7
13 - 5
5x15.125
24 - 7
19 - 6
16 - 8
24 - 4
19 - 4
14 - 9
5x16.500
26 - 10
21 - 3
18 - 2
26 - 7
21 - 1
16 - 1
5x17.875
29 - 1
23 - 1
19 - 8
28 - 9
22 - 10
17 - 5
5x19.250
31 - 3
24 - 10
21 - 2
31 - 0
24 - 7
18 - 9
5x20.625
33 - 6
26 - 7
22 - 8
33 - 3
26 - 1
20 - 1
5x22.000
35 - 9
28 - 5
24 - 2
35 - 5
27 - 8
21 - 5
5x23.375
38 - 0
30 - 2
25 - 8
37 - 8
29 - 3
22 - 9
40 - 3
31 - 11
27 - 3
39 - 10
30 - 9
24 - 1
5x24.750
1
Tabulated values are based on #2 Grade Hem-Fir, and are applicable to species with
equal or greater Fb and E from the Supplement (i.e., Douglas Fir-Larch, Southern Pine, or
Spruce-Pine-Fir).
2
Tabulated spans assume a 24F combination glulam with a minimum F bx = 2,400 psi,
Fvx = 155 psi, and E = 1,500,000 psi.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3b3.PMD
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WOOD FRAME CONSTRUCTION MANUAL
215
List of Appendix A Wind Load Tables for Exposure C
A-3.2
Sill or Bottom Plate to Foundation
Connection Requirements for Wind Exposure C ................................................ 216
A-3.2A
Sill Plate to Foundation Connections
(Anchor Bolts) Resisting Shear Loads
from Wind - Exposure C ........................... 218
Bottom Plate to Foundation Connections
(Anchor Bolts) Resisting Lateral and
Shear Loads from Wind - Exposure C ...... 220
A-3.2C
Sill or Bottom Plate to Foundation
Connections (Anchor Bolts) Resisting
Uplift Loads from Wind - Exposure C ...... 221
A-3.4
Rafter/Truss Framing to Wall Connection
Requirements for Wind Loads Exposure C ................................................ 222
A-3.4A
Rafter and/or Ceiling Joist Top Plate
Lateral and Shear Connection
Requirements - Exposure C ...................... 224
A-3.4B
Uplift Strap Connection Requirements Exposure C ................................................ 225
A-3.4C
Rake Overhang Outlooker Uplift
Connection Requirements - Exposure C ... 226
A-3.5
Top and Bottom Plate to Stud Lateral
Connection Requirements for Wind
Loads - Exposure C ................................... 227
A-3.5A
Top and Bottom Plate to Stud Lateral
Connections for Wind Loads Exposure C ................................................ 228
A-3.6
Ridge Connection Requirements for
Wind - Exposure C .................................... 229
A-3.6A
Ridge Tension Strap Connection
Requirements for Wind - Exposure C ....... 230
A-3.7
Header Connection Requirements for
Wind - Exposure C .................................... 231
A-3.8
Window Sill Plate Connection
Requirements for Wind - Exposure C ....... 232
A-3.10
Roof Sheathing Attachment Requirements
for Wind Loads - Exposure C ................... 233
A-3.11
Wall Sheathing and Cladding Attachment
Requirements for Wind Loads Exposure C ................................................ 234
A-3.13A Wall Sheathing Requirements for Wind
Loads - Exposure C ................................... 236
A-3.13B Wall Cladding Requirements for Wind
Loads - Exposure C ................................... 237
A-3.15
Minimum Attic Floor/Ceiling Length
When Bracing Gable Endwall for Wind
Loads - Exposure C ................................... 238
A-3.16A Range of Allowable Sidewall Lengths for
Wind Loads - One Story Slab-on-Grade Exposure C ................................................ 240
A-3.16B Range of Allowable Sidewall Lengths for
Wind Loads - All Other Cases Exposure C ................................................ 241
3
PRESCRIPTIVE DESIGN
A-3.2B
A-3.12A Roof Sheathing Requirements for
Wind Loads - Exposure C ......................... 235
A-3.17A Segmented Shearwall Endwall Sheathing
Length Requirements - Wind
Perpendicular to Ridge - Exposure C ........ 242
A-3.17B Segmented Shearwall Sidewall Sheathing
Length Requirements - Wind Parallel to
Ridge - Exposure C ................................... 243
A-3.20A Maximum Exterior Loadbearing and
Non-Loadbearing Stud Lengths for
Common Lumber Species Resisting
Interior Zone Wind Loads - Exposure C
(Fully Sheathed with a Minimum
Sheathing Material) ................................... 244
A-3.20B Maximum Exterior Loadbearing and NonLoadbearing Stud Lengths for Common
Lumber Species Resisting Interior Zone
Wind Loads - Exposure C (Fully Sheathed
with a Minimum of 3/8" Wood Structural
Panels) ....................................................... 246
A-3.23A Header Spans for Exterior Loadbearing
Walls Resisting Wind Loads Exposure C ................................................ 249
A-3.23B Header Spans for Exterior
Non-Loadbearing Walls and Window
Sill Plate Spans Resisting Wind Loads Exposure C ................................................ 250
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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1/12/02, 2:30 PM
216
C
101256503
PRESCRIPTIVE DESIGN
Table A-3.2
Sill or Bottom Plate to Foundation Connection Requirements for
Wind - Exposure C
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf, Wall DL = 60 plf
Three Second Gust Wind Speed
(mph)
Connections
Sill Plate to
Foundation
(Crawl Space or
Basement)
Wall Bottom
Plate to
Foundation
(Slab-onGrade)
Number Roof
Span
of
Stories (ft.)
85
90
100
110
Required Capacity of Connection (plf)1,2,3
U
L
S
U
L
S
U
L
S
33
51
68
86
104
121
139
*
133R
53
75
97
119
141
163
185
*
149R
97
128
159
190
222
253
285
*
1
12
16
20
24
28
32
36
8
26
44
61
79
*
210R
37
59
81
103
125
*
235R
2
20
24
28
32
36
99
130
162
193
225
28
32
36
1
19
*
286R
21
43
65
*
3
321R 102
133
165
33
51
68
86
104
121
139
110
4363
53
75
97
119
141
163
185
123
4363
97
128
159
190
222
253
285
152
4363
1
12
16
20
24
28
32
36
8
26
44
61
79
110
4363
37
59
81
103
125
123
4363
99
130
162
193
225
152
4363
2
20
24
28
32
36
U
L
S
184R 145
186
228
269
311
353
395
*
223R
*
290R 168
209
251
293
335
*
351R
*
396R 191
233
275
*
479R
145
186
228
269
311
353
395
184
4363
168
209
251
293
335
184
4363
3
3
3
3
28
110 436
21
123 436 102 152 436 191 184 436
32
1
43
133
233
36
19
65
165
275
Connector uplift load.
Connector lateral load (perpendicular to the wall).
Connector shear load (parallel to the wall).
L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge, where W is the
building width and L is the building length.
3
U
L
S
R
*
1
2
3
=
=
=
=
Anchorage required to resist lateral loads shall be determined in the foundation design per Section 1.1.4.
Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, respectively, for
framing not located within 8 feet of building corners.
Tabulated uplift loads assume a roof and ceiling assembly dead load of 9 psf (0.6 x 15 psf = 9 psf).
Tabulated shear capacity requirements assume all walls are sheathed in accordance with Section 3.4.4.2.
For other wall sheathing types the tabulated shear capacity of the connection shall be divided by the
appropriate sheathing type adjustment factor in Table 3.17D.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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C
WOOD FRAME CONSTRUCTION MANUAL
Table A-3.2
101256503
217
Sill or Bottom Plate to Foundation Connection Requirements for
Wind - Exposure C (Cont.)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf, Wall DL = 60 plf
Three Second Gust Wind Speed
(mph)
Connections
Wall Bottom
Plate to
Foundation
(Slab-onGrade)
130
140
150
Required Capacity of Connection (plf)1,2
U
L
S
U
L
S
U
L
S
198
250
303
356
409
462
516
*
266R 255
319
384
450
515
581
647
*
312R 317
394
473
551
630
710
789
*
1
12
16
20
24
28
32
36
243
296
349
402
456
*
418R 324
390
455
521
587
*
2
20
24
28
32
36
490R 413
491
570
650
729
28
32
36
289
342
396
*
570R 395
461
527
*
3
669R 510
590
669
198
250
303
356
409
462
516
219
4363
255
319
384
450
515
581
647
257
4363
317
394
473
551
630
710
789
298
4363
1
12
16
20
24
28
32
36
243
296
349
402
456
219
4363
324
390
455
521
587
257
4363
413
491
570
650
729
298
4363
2
20
24
28
32
36
U
L
S
362R 383
475
568
661
754
847
941
*
415R
*
569R 508
601
694
787
881
*
653R
*
776R 634
727
821
*
891R
383
475
568
661
754
847
941
342
4363
508
601
694
787
881
342
4363
3
PRESCRIPTIVE DESIGN
Sill Plate to
Foundation
(Crawl Space or
Basement)
Number Roof
of
Span
Stories (ft.)
120
3
3
3
3
28
289 219 436 395 257 436 510 298 436 634 342 436
32
342
461
590
727
36
396
527
669
821
Connector uplift load.
Connector lateral load (perpendicular to the wall).
Connector shear load (parallel to the wall).
L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge, where W is the
building width and L is the building length.
3
U
L
S
R
*
1
2
3
=
=
=
=
Anchorage required to resist lateral loads shall be determined in the foundation design per Section 1.1.4.
Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, respectively, for
framing not located within 8 feet of building corners.
Tabulated uplift loads assume a roof and ceiling assembly dead load of 9 psf (0.6 x 15 psf = 9 psf).
Tabulated shear capacity requirements assume all walls are sheathed in accordance with Section 3.4.4.2.
For other wall sheathing types the tabulated shear capacity of the connection shall be divided by the
appropriate sheathing type adjustment factor in Table 3.17D.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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PRESCRIPTIVE DESIGN
Table A-3.2A
1/2" Anchor Bolts Sill Plate to Foundation Connections Resisting
Shear Loads from Wind - Exposure C
(Prescriptive Alternative to Table 3.2)
Three Second Gust Wind Speed
(mph)
Foundation
Supporting:
Building Dimension
Perpendicular to
Shearwall Line (ft.)
85
90
100
110
120
130
140
150
1/2" Anchor Bolts
Number of Bolts Required in Shearwall Line1,2,3
12
2
2
3
3
4
4
5
5
16
3
3
3
4
5
5
6
7
20
3
3
4
5
6
6
7
8
24
4
4
5
6
7
8
9
10
28
4
4
5
6
8
9
10
12
32
5
5
6
7
9
10
11
13
1 Story
36
5
6
7
8
10
11
13
15
40
6
6
7
9
11
12
14
16
50
7
8
9
11
13
15
18
20
60
8
9
11
13
16
18
21
24
70
9
10
13
15
18
21
24
28
80
11
12
14
17
21
24
28
32
20
4
5
6
7
8
10
11
13
24
5
6
7
8
10
12
13
15
28
6
7
8
10
12
14
16
18
32
7
8
9
11
13
15
18
20
36
8
9
10
12
15
17
20
23
2 Stories
40
8
9
11
14
16
19
22
25
50
10
12
14
17
20
24
27
31
60
12
14
17
20
24
28
33
38
70
14
16
20
24
28
33
38
44
80
16
18
22
27
32
38
44
50
28
8
9
11
13
16
18
21
24
32
9
10
12
15
18
21
24
27
36
10
11
14
17
20
23
27
31
40
11
13
15
19
22
26
30
34
3 Stories
50
14
16
19
23
27
32
37
43
60
17
19
23
28
33
39
45
51
70
19
22
27
32
38
45
52
60
80
22
25
30
37
44
51
59
68
* Anchorage required to resist lateral loads shall be determined in the foundation design per Section 1.1.4.
1
Prescriptive limits are based on assumptions in Table A-3.2.
2
Anchor bolts shall be uniformly distributed along the length of the shearwall line, and in no case shall the anchor
bolt spacing exceed 6 feet on center. For other anchor bolt limitations see Section 3.2.1.7.
3
Sill plates are assumed to be treated Southern Pine.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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WOOD FRAME CONSTRUCTION MANUAL
Table A-3.2A
101256503
219
5/8" Anchor Bolts Sill Plate to Foundation Connections Resisting
Shear Loads from Wind - Exposure C
(Prescriptive Alternative to Table 3.2)
Three Second Gust Wind Speed
(mph)
Foundation
Supporting:
Building Dimension
Perpendicular to
Shearwall Line (ft.)
85
90
100
110
120
130
140
150
5/8" Anchor Bolts
Number of Bolts Required in Shearwall Line1,2,3
AMERICAN FOREST & PAPER ASSOCIATION
PRESCRIPTIVE DESIGN
12
2
2
2
2
3
3
3
4
16
2
2
2
3
3
4
4
5
20
2
3
3
4
4
5
5
6
24
3
3
3
4
5
6
6
7
28
3
3
4
5
5
6
7
8
32
3
4
4
5
6
7
8
9
1 Story
36
4
4
5
6
7
8
9
11
40
4
5
5
7
8
9
10
12
50
5
6
7
8
9
11
13
14
60
6
7
8
10
11
13
15
17
70
7
8
9
11
13
15
18
20
80
8
9
10
13
15
17
20
23
20
3
4
4
5
6
7
8
9
24
4
4
5
6
7
8
10
11
28
4
5
6
7
8
10
11
13
32
5
6
7
8
9
11
13
15
36
6
6
8
9
11
12
14
16
2 Stories
40
6
7
8
10
12
14
16
18
50
8
8
10
12
15
17
20
22
60
9
10
12
15
17
20
23
27
70
10
12
14
17
20
24
27
31
80
12
13
16
19
23
27
31
36
28
6
7
8
10
11
13
15
17
32
7
7
9
11
13
15
17
20
36
7
8
10
12
14
17
19
22
40
8
9
11
13
16
18
21
24
3 Stories
50
10
11
14
17
20
23
27
30
60
12
13
16
20
23
27
32
36
70
14
16
19
23
27
32
37
42
80
16
18
22
26
31
36
42
48
* Anchorage required to resist lateral loads shall be determined in the foundation design per Section 1.1.4.
1
Prescriptive limits are based on assumptions in Table A-3.2.
2
Anchor bolts shall be uniformly distributed along the length of the shearwall line, and in no case shall the anchor
bolt spacing exceed 6 feet on center. For other anchor bolt limitations see Section 3.2.1.7.
3
Sill plates are assumed to be treated Southern Pine.
3
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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PRESCRIPTIVE DESIGN
Table A-3.2B
Bottom Plate to Foundation Connections (Anchor Bolts) Resisting
Lateral and Shear Loads from Wind - Exposure C
(Prescriptive Alternative to Table 3.2)
Three Second Gust Wind
Speed (mph)
Bottom Plate to Foundation Anchor
Bolt Connection Resisting
Lateral and Shear Loads
1
2
3
4
85
90
Foundation Supporting
100
110
120
130
140
150
Maximum Anchor Bolt Spacing (in.)1,2,3,4
1/2" Anchor Bolts
30
5/8" Anchor Bolts
45
1-3 stories
1-3 stories
Prescriptive limits are based on assumptions in Table A-3.2.
When anchor bolts are used to resist uplift, lateral, and shear loads the maximum anchor bolt spacing shall not exceed the lesser of the tabulated
values for uplift loads (Table A-3.2C) or lateral and shear loads (Table A-3.2B). For other anchor bolt limitations see Sections 3.2.1.7 and 3.2.2.3.
Tabulated anchor bolt spacings for lateral and shear loads assume walls are sheathed in accordance with Section 3.4.4.2. For other wall sheathing
types the tabulated anchor bolt spacings shall be multiplied by the appropriate sheathing type adjustment factor in Table 3.17D, but in no case
shall anchor bolt spacings exceed 6 feet on center.
For three second gust wind speeds greater than 100 mph, with a tabulated lateral value from Table A-3.5 greater than 262 plf, lateral connections
shall be determined using the loads from Table A-3.5.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table A-3.2C
221
Sill or Bottom Plate to Foundation Connections (Anchor Bolts)
Resisting Uplift Loads from Wind - Exposure C
(Prescriptive Alternative to Table 3.2)
Three Second Gust Wind
Speed (mph)
Bottom Plate to Foundation Anchor
Bolt Connection Resisting
2
100
110
120
130
140
150
Maximum Anchor Bolt Spacing (in.)1,2
48
42
34
8' End Zones
29
25
Interior Zones
33
29
22
3
20
18
1-3 stories
56
49
39
26
23
21
Prescriptive limits are based on assumptions in Table A-3.2.
When anchor bolts are used to resist uplift, lateral, and shear loads the maximum anchor bolt spacing shall not exceed the lesser of the tabulated
values for uplift loads (Table A-3.2C) or lateral and shear loads (Table A-3.2B). For other anchor bolt limitations see Sections 3.2.1.7 and 3.2.2.3.
AMERICAN FOREST & PAPER ASSOCIATION
PRESCRIPTIVE DESIGN
1
90
Foundation Supporting
1-3 stories
Uplift Loads
85
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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PRESCRIPTIVE DESIGN
Table A-3.4
Rafter/Truss Framing to Wall Connection Requirements for Wind
Loads - Exposure C
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf
Three Second Gust Wind
Speed (mph)
Rafter/Truss
Spacing (in.)
12
16
Roof Span
(ft.)
19.2
24
U
L
S
R
1
=
90
85
100
110
Required Capacity of Connection (lbs.)1,2
U3,4
L
S
12
93
110
48R
16
111
135
188
246
20
128
157
219
288
24
146
179
250
329
28
164
201
282
371
32
181
223
313
413
36
199
245
345
12
125
16
148
180
250
328
20
171
209
292
383
24
194
238
334
439
28
218
268
376
495
32
242
297
418
551
36
266
327
460
12
149
16
177
216
300
394
20
205
251
350
460
24
233
286
400
527
28
262
321
451
594
32
290
357
501
661
36
319
392
552
12
187
16
221
270
375
492
20
256
314
438
575
24
292
358
501
659
28
327
402
563
742
32
363
446
627
826
36
398
490
690
910
146
175
219
65R
78R
97R
U3,4
L
S
113
123
54R
151
181
227
164
197
246
72R
87R
109R
U3,4
L
S
157
152
67R
209
251
314
U3,4
L
S
205
184
81R
245
108R
294
130R
367
162R
455
202
89R
273
607
243
107R
328
728
304
134R
410
Connector uplift load.
=
Connector lateral load (Perpendicular to the wall).
=
Connector shear load (Parallel to the wall).
=
L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge, where W is the building width and L is the
building length.
Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, respectively, for framing not located within 8
feet of building corners.
2
Tabulated framing loads assume a building located in Exposure C.
3
Tabulated uplift loads assume a reduced roof and ceiling assembly dead load of 9 psf (0.6 x 15 psf = 9 psf).
4
Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation
connections, tabulated uplift values shall be permitted to be reduced by 60 plf (0.60 x 99 plf) for each full wall above.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table A-3.4
223
Rafter/Truss Framing to Wall Connection Requirements for Wind
Loads - Exposure C (Cont.)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf
Three Second Gust Wind
Speed (mph)
Rafter/Truss
Spacing (in.)
16
19.2
24
U
L
S
R
130
140
150
Required Capacity of Connection (lbs.)1,2
3
Roof Span
(ft.)
U3,4
L
S
U3,4
L
S
U3,4
L
S
U3,4
L
S
12
258
219
97R
315
257
113R
377
298
131R
443
342
151R
16
310
379
454
535
20
363
444
533
628
24
416
510
611
721
28
469
575
690
814
32
522
641
770
907
36
576
707
849
1001
12
344
455
201R
16
413
506
606
713
20
484
593
710
837
24
554
680
815
961
28
625
767
921
1085
32
696
855
1026
1210
36
768
943
1132
12
412
547
241R
16
496
607
727
856
20
580
711
852
1004
24
665
816
978
1153
28
750
921
1105
1302
32
836
1026
1231
1452
36
921
1131
1358
12
515
683
302R
16
620
759
909
1070
20
726
889
1066
1255
24
832
1020
1223
1441
28
938
1151
1381
1628
32
1045
1282
1539
1815
36
1151
1414
1697
2002
291
350
437
420
129R
504
154R
630
193R
342
411
513
151R
181R
227R
502
603
753
397
175R
591
PRESCRIPTIVE DESIGN
12
120
1334
476
210R
709
1601
595
263R
886
=
Connector uplift load.
=
Connector lateral load (perpendicular to the wall).
=
Connector shear load (parallel to the wall).
=
L/W for wind perpendicular to the ridge and W/L for wind parallel to the ridge, where W is the building width and L is the
building length.
1
Tabulated uplift and lateral loads shall be permitted to be multiplied by 0.75 and 0.92, respectively, for framing not located within 8
feet of building corners.
2
Tabulated framing loads assume a building located in Exposure C.
3
Tabulated uplift loads assume a reduced roof and ceiling assembly dead load of 9 psf (0.6 x 15 psf = 9 psf).
4
Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall or wall-to-foundation
connections, tabulated uplift values shall be permitted to be reduced by 60 plf (0.60 x 99 plf) for each full wall above.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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101256503
224
PRESCRIPTIVE DESIGN
+
Table A-3.4A
Rafter and/or Ceiling Joist Top Plate Lateral and Shear Connection
Requirements - Exposure C
(Prescriptive Alternative to Table 3.4)
Three Second Gust Wind Speed
(mph)
Rafter/Ceiling Joist
Spacing (in.)
4
110
120
130
140
150
Number of 8d Common Nails or 10d Box Nails (Toenailed)
Wall Height
(ft.)
Required in Each Rafter and/or Ceiling Joist to Top Plate Connection1,2,3,4
2
3
3
3
3
3
3
10
2
2
3
3
3
3
4
4
8
3
3
3
4
4
4
4
4
10
3
3
3
4
4
4
5
5
8
4
4
5
5
5
5
6
6
10
4
4
5
Prescriptive limits are based on assumptions in Table 3.4.
5
5
6
-
-
24
3
100
2
16
2
90
8
12
1
85
Tabulated connection requirements assume a building located in Exposure C.
When ceiling joists are installed parallel to rafters, the sum of the toenails in the rafter and ceiling joist shall equal or exceed the
tabulated number of nails required.
To avoid splitting, no more than 2 toenails shall be installed in each side of a rafter or ceiling joist when fastened to a 2x4 top
plate or 3 toenails in each side when fastened to a 2x6 top plate.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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WOOD FRAME CONSTRUCTION MANUAL
225
+
Table A-3.4B
Uplift Strap Connection Requirements - Exposure C
(Roof-to-Wall, Wall-to-Wall, and Wall-to-Foundation)
(Prescriptive Alternative to Table 3.4)
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf
Three Second Gust Wind
Speed (mph)
Framing Spacing (in.)
16
19.2
24
1
2
3
4
90
100
110
120
130
140
150
Number of 8d Common Nails or 10d Box Nails
Roof Span
(ft.)
3
in Each End of 1-1/4" x 20 gage Strap1,2,3,4
12
1
1
2
2
3
3
4
4
16
1
2
2
3
3
4
4
5
20
2
2
2
3
3
4
5
6
24
2
2
3
3
4
5
6
6
28
2
2
3
4
4
5
6
7
32
2
2
3
4
5
6
7
8
36
2
3
3
4
5
6
7
9
12
2
2
2
3
3
4
5
5
16
2
2
3
3
4
5
5
6
20
2
2
3
4
4
5
6
7
24
2
2
3
4
5
6
7
8
28
2
3
4
5
6
7
8
-
32
2
3
4
5
6
8
9
-
36
3
3
4
5
7
8
-
-
12
2
2
3
3
4
5
5
6
16
2
2
3
4
5
5
6
8
20
2
3
3
4
5
6
7
9
24
2
3
4
5
6
7
9
-
28
3
3
4
5
7
8
-
-
32
3
3
5
6
7
9
-
-
36
3
4
5
6
8
-
-
-
12
2
2
3
4
5
6
7
8
16
2
3
4
5
6
7
8
9
20
3
3
4
5
6
8
9
-
24
3
3
5
6
7
9
-
-
28
3
4
5
7
8
-
-
-
32
3
4
6
7
9
-
-
-
36
4
5
6
8
-
-
-
-
PRESCRIPTIVE DESIGN
12
85
Prescriptive limits are based on assumptions in Table 3.4.
Tabulated uplift connection requirements assume a building located in Exposure C.
Tabulated uplift connection requirements assume a roof and ceiling assembly dead load of 9 psf (0.60 x 15 psf = 9 psf). If a
ceiling assembly is not present or if the ceiling assembly is not connected to the roof assembly, the tabulated number of nails shall
be increased by 1 nail at each end of the strap.
Minimum ASTM A653 Grade 33 steel strap.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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PRESCRIPTIVE DESIGN
Table A-3.4C Rake Overhang Outlooker Uplift Connection Requirements Exposure C
Three Second Gust Wind
Speed (mph)
85
90
100
259
12
130
140
150
807
Uplift Connection Loads (lbs.)1,2,3
Outlooker Spacing (in.)
16
120
110
346
291
359
387
478
434
517
606
703
579
689
808
937
4
1
2
4
1076 4
4
24
518
581
717
868
1033
1212
1406
1614 4
Tabulated outlooker uplift connection loads assume a building located in Exposure C.
Tabulated outlooker uplift connection loads are based on 2 foot overhangs. For overhangs less than 2 feet, tabulated values
shall be permitted to be multiplied by [(2' + OH)/4']2 (OH measured in ft.).
3
4
For overhangs located in Zone 2 per the figures of Table 2.4, tabulated uplift loads shall be permitted to be multiplied by 0.65.
Outlooker length shall be limited to 20 inches.
4” o.c. Nail Spacing
Connection per Section 2.2.2.1 &2.2.6.5
4’ Perimeter Zone
panel field nailing
L
4’ Perimeter Zone
panel edge nailing
Lesser of
L/2 or 2’
Required
Blocking
Minimum 2x4 Outlooker
Gable Endwall
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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101256503
WOOD FRAME CONSTRUCTION MANUAL
+
Table A-3.5
Top and Bottom Plate to Stud Lateral Connection Requirements
for Wind Loads - Exposure C
Three Second Gust Wind
Speed (mph)
85
90
100
8
12
16
18
20
1
2
3
120
130
140
150
92
103
127
154
183
215
250
287
110
123
152
184
219
257
298
342
126
142
175
212
252
296
343
393
142
159
197
238
283
333
386
443
157
176
218
264
314
368
427
490
172
193
238
288
343
402
466
535
186
208
257
311
371
435
504
579
Tabulated framing loads and connection requirements shall be permitted to be multiplied by 0.92 for framing not located within 8 feet of
corners.
Tabulated framing loads assume a building located in Exposure C.
Tabulated framing loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated
unit lateral framing load by the multiplier from the table below corresponding to the spacing of the connection:
Connection Spacing (in.)
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
3
PRESCRIPTIVE DESIGN
14
110
Unit Framing Loads (plf)1,2,3
Wall Height (ft.)
10
227
STUD
FLOOR JOIST
LATERAL
FRAMING
LOADS
FLOOR JOIST
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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PRESCRIPTIVE DESIGN
Table A-3.5A
Top and Bottom Plate to Stud Lateral Connections for Wind Loads Exposure C
(Prescriptive Alternative to Table 3.5)
Three Second Gust Wind Speed (mph)
Stud Spacing (in.)
Wall Height (ft.)
85
90
100
140
150
Required Number of 16d Common Nails or 40d Box Nails per Stud to Plate Connection
(plf)1,2,3
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
3
12
2
2
2
2
2
2
3
3
14
2
2
2
2
2
3
3
3
16
2
2
2
2
2
3
3
4
18
2
2
2
2
3
3
4
4
20
2
2
2
2
3
3
4
5
8
2
2
2
2
2
2
3
3
10
2
2
2
2
2
3
3
4
12
2
2
2
2
3
3
4
4
14
2
2
2
2
3
3
4
5
16
2
2
2
3
3
4
4
5
18
2
2
2
3
4
4
5
6
20
2
2
3
3
4
5
5
6
8
2
2
2
2
3
3
4
4
10
2
2
2
3
3
4
5
5
12
2
2
3
3
4
5
5
6
14
2
2
3
4
4
5
6
7
16
2
3
3
4
5
6
7
8
3
3
4
20
3
3
4
Prescriptive limits are based on assumptions in Table A-3.5.
4
5
6
7
8
5
6
7
8
9
24
18
3
130
8
16
2
120
10
12
1
110
Tabulated framing loads and connection requirements shall be permitted to be multiplied by 0.92 for framing not located
within 8 feet of corners.
Tabulated framing loads assume a building located in Exposure C.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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101256503
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229
+
Table A-3.6
Ridge Connection Requirements for Wind - Exposure C
Dead Load Assumptions: Roof Assembly DL = 10 psf
Three Second Gust Wind Speed (mph)
Roof Pitch
4:12
5:12
6:12
7:12-12:12
2
3
4
90
100
110
120
130
140
150
1,2,3,4
Unit Framing Loads (plf)
12
134
159
213
273
339
410
487
570
16
179
212
284
364
452
547
649
760
20
223
265
355
455
564
683
812
950
24
268
318
426
546
677
820
974
1139
28
313
371
497
637
790
957
1136
1329
32
358
424
569
728
903
1093
1299
1519
36
402
477
640
819
1016
1230
1461
1709
12
111
131
174
222
275
332
394
460
16
148
175
233
297
367
443
525
613
20
185
218
291
371
458
554
656
767
24
222
262
349
445
550
664
788
920
28
259
306
407
519
642
775
919
1074
32
296
350
465
593
733
886
1050
1227
36
333
393
523
667
825
996
1181
1380
12
87
103
137
175
216
261
310
362
16
116
137
183
233
288
348
413
483
20
145
171
228
291
360
436
517
604
24
174
206
274
350
433
523
620
724
28
203
240
320
408
505
610
723
845
32
232
274
365
466
577
697
827
966
36
261
308
411
525
649
784
930
1087
12
80
94
124
158
194
234
277
324
16
106
125
165
210
259
312
370
432
20
133
156
207
263
324
390
462
540
24
159
187
248
315
389
469
555
648
28
186
218
289
368
453
547
647
756
32
212
249
330
420
518
625
740
864
36
239
281
372
473
583
703
832
972
12
75
88
116
147
181
218
257
300
16
100
118
155
196
241
290
343
400
20
126
147
194
245
301
363
429
500
24
151
176
232
294
362
435
514
600
28
176
206
271
343
422
508
600
700
32
201
235
310
392
482
580
686
800
3
PRESCRIPTIVE DESIGN
3:12
1
85
Roof Span
(ft.)
36
226
265
348
441
542
653
772
900
Tabulated connection requirements shall be permitted to be multiplied by 0.75 for framing not located within 8 feet of building
corners.
Tabulated ridge connection loads assume a building located in Exposure C.
Tabulated connection requirements are based on total uplift minus 0.6 of the roof assembly dead load (0.6 x 10 psf).
Tabulated connection requirements are based on a 12 inch ridge strap spacing, for different ridge strap spacings, multiply the
tabulated values by the appropriate multiplier below:
Ridge Strap Spacing (in.)
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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230
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101256503
PRESCRIPTIVE DESIGN
Table A-3.6A
Ridge Tension Strap Connection Requirements for Wind Exposure C
(Prescriptive Alternative to Table 3.6)
Dead Load Assumptions: Roof Assembly DL = 10 psf
Three Second Gust Wind Speed (mph)
Roof Pitch
3:12
4:12
5:12
6:12
7:12-12:12
1
85
Roof Span
(ft.)
90
100
110
120
130
140
Number of 8d Common Nails or 10d Box Nails in Each End of 1-1/4" Strap
150
1,2,3,4,5,6,7
12
2
2
2
3
3
4
4
5
16
2
2
3
3
4
5
6
7
20
2
3
3
4
5
6
7
8
24
3
3
4
5
6
7
8
-
28
3
4
5
6
7
8
-
-
32
3
4
5
6
8
-
-
-
36
4
4
6
7
9
-
-
-
12
1
2
2
2
3
3
4
4
16
2
2
2
3
4
4
5
6
20
2
2
3
4
4
5
6
7
24
2
3
3
4
5
6
7
8
28
3
3
4
5
6
7
8
9
32
3
3
4
5
7
8
9
-
36
3
4
5
6
7
9
-
-
12
1
1
2
2
2
3
3
3
16
1
2
2
2
3
3
4
4
20
2
2
2
3
3
4
5
5
24
2
2
3
3
4
5
6
6
28
2
2
3
4
5
5
6
7
32
2
3
3
4
5
6
7
8
36
3
3
4
5
6
7
8
-
12
1
1
2
2
2
2
3
3
16
1
2
2
2
3
3
4
4
20
2
2
2
3
3
4
4
5
24
2
2
3
3
4
4
5
6
28
2
2
3
4
4
5
6
7
32
2
3
3
4
5
6
7
8
36
2
3
4
4
5
6
7
8
12
1
1
1
2
2
2
3
3
16
1
1
2
2
2
3
3
4
20
2
2
2
3
3
3
4
5
24
2
2
2
3
3
4
5
5
28
2
2
3
3
4
5
5
6
32
2
2
3
4
4
5
6
7
36
2
3
3
4
5
6
7
8
Tabulated connection requirements shall be permitted to be multiplied by 0.75 for framing not located within 8 feet of building
corners.
2
Tabulated ridge connection loads assume a building located in Exposure C.
3
Tabulated connection requirements are based on total uplift minus 0.6 of the roof assembly dead load (0.6 x 10 psf).
4
Tabulated connection requirements are based on a 12 inch ridge strap spacing, for different ridge strap spacings, multiply the
tabulated values by the appropriate multiplier below:
Ridge Strap Spacing (in.)
5
6
7
12
16
19.2
24
48
Multiplier
1.00
1.33
1.60
2.00
4.00
When the tabulated number of nails required in each end of the strap is equal to 1 and the framing is attached in accordance with
Table 3.1, the ridge strap and additional nailing is not required.
When a collar tie is used in lieu of a ridge strap, the number of 10d common nails required in each end of the collar tie need not
exceed the tabulated number of 8d common nails in a steel strap, or the number of 12d box nails in each end of the collar tie
need not exceed the tabulated number of 10d box nails in a steel strap.
1-1/4" 20 gage ridge strap shall be of ASTM A653 grade 33 steel or equivalent.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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Table A-3.7
231
Header Connection Requirements for Wind - Exposure C
Dead Load Assumptions: Roof/Ceiling Assembly DL = 15 psf
Three Second Gust
Wind Speed (mph)
Roof Span
(ft.)
24
36
U
L
1
2
3
4
=
=
90
120
110
100
130
140
150
Required Capacity of Connection at Each End of Header (lbs.)1,2
L
U3,4
L
U3,4
L
2
93
110 113 123 157 152
4
187 219 227 246 314 304
6
280 329 340 369 471 455
8
374 439 454 492 628 607
10
467 548 567 615 785 759
12
560 658 681 738 942 911
14
654 768 794 861 1098 1063
16
747 877 907 984 1255 1215
2
146 110 179 123 250 152
4
292 219 358 246 501 304
6
438 329 536 369 751 455
8
583 439 715 492 1001 607
10
729 548 894 615 1251 759
12
875 658 1073 738 1502 911
14
1021 768 1251 861 1752 1063
16
1167 877 1430 984 2002 1215
2
199 110 245 123 345 152
4
398 219 490 246 690 304
6
598 329 735 369 1034 455
8
797 439 980 492 1379 607
10
996 548 1226 615 1724 759
12
1195 658 1471 738 2069 911
14
1394 768 1716 861 2414 1063
16
1593 877 1961 984 2759 1215
Connector uplift load.
Connector lateral load (perpendicular to the wall).
U3,4
L
U3,4
L
U3,4
L
U3,4
L
U3,4
L
205
410
615
820
1025
1230
1435
1640
329
659
988
1317
1646
1976
2305
2634
455
910
1365
1820
2275
2730
3185
3640
184
367
551
735
918
1102
1286
1470
184
367
551
735
918
1102
1286
1470
184
367
551
735
918
1102
1286
1470
258
515
773
1031
1288
1546
1804
2061
416
832
1248
1663
2079
2495
2911
3327
576
1151
1727
2303
2879
3454
4030
4606
219
437
656
874
1093
1312
1530
1749
219
437
656
874
1093
1312
1530
1749
219
437
656
874
1093
1312
1530
1749
315
630
945
1260
1574
1889
2204
2519
510
1020
1530
2040
2550
3059
3569
4079
707
1414
2121
2828
3535
4242
4949
5656
257
513
770
1026
1283
1539
1796
2053
257
513
770
1026
1283
1539
1796
2053
257
513
770
1026
1283
1539
1796
2053
377
753
1130
1507
1883
2260
2637
3014
611
1223
1834
2446
3057
3669
4280
4892
849
1697
2546
3395
4243
5092
5941
6789
298
595
893
1190
1488
1785
2083
2380
298
595
893
1190
1488
1785
2083
2380
298
595
893
1190
1488
1785
2083
2380
443
886
1329
1772
2215
2659
3102
3545
721
1441
2162
2882
3603
4324
5044
5765
1001
2002
3003
4003
5004
6005
7006
8007
342
683
1025
1366
1708
2049
2391
2733
342
683
1025
1366
1708
2049
2391
2733
342
683
1025
1366
1708
2049
2391
2733
3
PRESCRIPTIVE DESIGN
12
Header
Span
U3,4
(ft.)
85
Tabulated uplift and lateral connection requirements shall be permitted to be multiplied by 0.75 and 0.92, respectively, for framing
not located within 8 feet of building corners.
Tabulated connection loads assume a building located in Exposure C.
Tabulated uplift requirements assume a roof and ceiling assembly dead load of 9 psf (0.6 x 15 psf = 9 psf).
Tabulated uplift loads are specified for headers supporting roof assembly. When calculating uplift loads for headers supporting floor
loads, the tabulated uplift loads shall be permitted to be reduced by 30 plf times the header span for each full wall above.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
231
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232
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Table A-3.8
101256503
PRESCRIPTIVE DESIGN
Window Sill Plate Connection Requirements for Wind - Exposure C
Three Second Gust
Wind Speed (mph)
Window Sill Span
(ft.)
1
2
85
90
100
110
120
130
140
150
Required Lateral Capacity of Connection at Each End of
Window Sill Plate (lbs.)1,2
110 123 152 184 219 257 298 342
2
4
219 246 304 367 437 513 595 683
6
329 369 455 551 656 770 893 1025
8
439 492 607 735 874 1026 1190 1366
10
548 615 759 918 1093 1283 1488 1708
12
658 738 911 1102 1312 1539 1785 2049
14
768 861 1063 1286 1530 1796 2083 2391
16
877 984 1215 1470 1749 2053 2380 2733
Tabulated lateral connection requirements shall be permitted to be
multiplied by 0.92 for framing not located within 8 feet of building
corners.
Tabulated connection loads assume a building located in Exposure C.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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233
Table A-3.10 Roof Sheathing Attachment Requirements for Wind Loads Exposure C
Three Second Gust
Wind Speed (mph)
85
90
100
110
120
130
140
150
STRUCTURAL SHEATHING
E
Sheathing Location
1
F
E
Rafter/Truss Spacing
(inches, o.c.)
F
E
F
E
F
E
F
E
6
12
6
12
6
12
6
12
6
12
6
12
6
16
6
12
6
12
6
12
6
12
6
12
6
6
19.2
6
12
6
12
6
12
6
12
6
6
24
6
12
6
12
6
12
6
12
6
12
122
12
122
122
6
2
6
2
16
19.2
24
Gable Endwall Rake or Rake Truss w/ Lookout Block
Gable Endwall Rake or Rake Truss w/o Rake Overhang
F
E
F
3
5
Maximum Nail Spacing for 8d Common Nails or 10d Box Nails (inches, o.c)
12
12
Perimeter Edge Zone
E
6
12
122
6
6
6
2
6
6
12
3
6
3
6
3
12
6
6
6
6
6
6
6
3
6
4
3
6
4
3
6
4
4
4
4
4
6
6
3
6
12
122
6
3
6
4
12
6
3
6
3
6
6
3
6
3
6
4
4
3
6
4
4
3
6
6
63
6
63
3
3
6
4
4
6
4
4
4
4
3
6
4
4
3
6
6
6
3
6
3
6
3
6
6
122
122
6
12
2
12
6
6
122
122
6
3
63
63
4
4
4
44
4
4
6
3
4
4
4
4
4
4
4
-
-
-
-
-
-
-
-
4
4
4
4
4
4
4
4
4
4
4
6
3
6
12
2
12
4
4
4
4
4
PRESCRIPTIVE DESIGN
Interior Zone
F
BOARD SHEATHING
Minimum Number of 8d Common Nails
or 10d Box Nails per Support
Sheathing Size
Rafter/Truss Spacing
(inches, o.c.)
1x6 or 1x8 Sheathing
12-19.2
2
2
2
2
2
2
2
2
1x10 or Larger Sheathing
12-19.2
3
3
3
3
3
3
3
3
E
-
Nail spacing at panel edges (in.)
F
-
Nail spacing at intermediate supports in the panel field (in.)
1
For roof sheathing within 4 feet of the perimeter edge of the roof, including 4 feet on each side of the roof peak, the 4 foot perimeter edge zone attachment
requirements shall be used.
2
Tabulated 12 inch o.c. nail spacing assumes sheathing attached to rafter/truss framing members with G ≥ 0.49. For framing members with 0.42 ≤ G < 0.49,
the nail spacings shall be reduced to 6 inches o.c.
Tabulated 6 inch o.c. nail spacing assumes sheathing attached to rafter/truss framing members with G ≥ 0.49. For framing members with 0.42 ≤ G < 0.49, the
nail spacings shall be reduced to 4 inches o.c.
Tabulated 4 inch o.c. nail spacing assumes sheathing attached to rafter/truss framing members with G ≥ 0.49. For framing members with 0.42 ≤ G < 0.49, the
nail spacings shall be reduced to 3 inches o.c.
3
4
5
Tabulated nail spacings assume a building located in Exposure C.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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C
101256503
PRESCRIPTIVE DESIGN
Table A-3.11 Wall Sheathing and Cladding Attachment Requirements for Wind
Loads - Exposure C
Three Second Gust
Wind Speed (mph)
85
90
100
120
110
130
140
150
STRUCTURAL SHEATHING
E
F
Stud Spacing
(inches, o.c.)
Sheathing Location1
Interior Zone
Perimeter Edge Zone
E
F
E
F
E
F
E
F
E
F
E
F
E
F
Maximum Nail Spacing for 8d Common Nails or 10d Box Nails (inches, o.c)4,5
12
6
12
6
12
6
12
6
12
6
12
6
12
6
12
16
6
12
6
12
6
12
6
12
6
12
6
12
6
12
2
24
6
12
6
12
6
12
6
12
12
6
12
6
12
6
12
6
12
16
6
12
6
12
6
24
6
12
6
12
6
12
2
12
6
12
2
12
6
2
6
12
6
12
6
12
6
2
6
6
6
12
2
12
6
6
6
6
2
6
6
6
12
2
12
2
6
3
6
6
3
6
12
6
12
2
6
6
6
12
6
3
6
6
3
6
2
BOARD SHEATHING or LAP SIDING
Minimum Number of 8d Common Nails or 10d Box Nails
per Support
Sheathing Size
Rafter/Truss Spacing
(inches, o.c.)
1x6 or 1x8 Sheathing
12-24
2
2
2
2
2
2
2
2
1x10 or Larger Sheathing
12-24
3
3
3
3
3
3
3
3
E
-
Nail spacing at panel edges (in.)
F
-
Nail spacing at intermediate supports in the panel field (in.)
1
For wall sheathing within 4 feet of the corners, the 4 foot perimeter edge zone attachment requirements shall be used.
2
Tabulated 12 inch o.c. nail spacing assumes sheathing attached to stud framing members with G ≥ 0.49. For framing members with 0.42 ≤ G < 0.49, the
nail spacings shall be reduced to 6 inches o.c.
3
Tabulated 6 inch o.c. nail spacing assumes sheathing attached to rafter/truss framing members with G ≥ 0.49. For framing members with 0.42 ≤ G < 0.49,
the nail spacings shall be reduced to 4 inches o.c.
4
For exterior panel siding, galvanized box nails shall be permitted to be substituted for common nails.
5
Tabulated nail spacings assume a building located in Exposure C.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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WOOD FRAME CONSTRUCTION MANUAL
Table A-3.12A
235
Roof Sheathing Requirements for Wind Loads - Exposure C
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
STRUCTURAL SHEATHING
(long dimension across 3 or more supports)
Rafter/Truss Spacing
(inches, o.c.)
3
Minimum Panel Thickness (in.)
3/8
3/8
3/8
3/8
3/8
16
3/8
3/8
3/8
3/8
3/8
3/8
3/8
3/8
3/8
3/8
3/8
19.2
3/8
3/8
3/8
3/8
3/8
7/16
7/16
15/32
24
3/8
3/8
3/8
7/16
15/32
19/32
19/32
19/32
5/8
5/8
BOARD SHEATHING
(diagonally across 3 or more supports)
Rafter/Truss Spacing
(inches, o.c.)
Minimum Board Thickness (in.)
12
5/8
5/8
5/8
5/8
5/8
5/8
16
5/8
5/8
5/8
3/4
3/4
3/4
-
-
19.2
3/4
3/4
3/4
3/4
-
-
-
-
24
-
-
-
-
-
-
-
-
AMERICAN FOREST & PAPER ASSOCIATION
PRESCRIPTIVE DESIGN
12
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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236
PRESCRIPTIVE DESIGN
+
Table A-3.13A
Wall Sheathing Requirements for Wind Loads - Exposure C
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
3/8
3/8
WOOD STRUCTURAL PANEL
(long dimension across studs)
Stud Spacing
(inches, o.c.)
12-24
Minimum Panel Thickness (in.)
3/8
3/8
3/8
3/8
3/8
3/8
WOOD STRUCTURAL PANEL
(short dimension across studs)
Stud Spacing
(inches, o.c.)
Minimum Panel Thickness (in.)
12
3/8
3/8
3/8
3/8
3/8
3/8
3/8
7/16
16
3/8
3/8
3/8
7/16
15/32
15/32
15/32
19/32
24
15/32
15/32
19/32
19/32
19/32
23/32
23/32
-
CELLULOSIC FIBERBOARD SHEATHING
(short dimension across studs)
Stud Spacing
(inches, o.c.)
Minimum Panel Thickness (in.)
12
1/2
1/2
1/2
1/2
1/2
1/2
25/32
25/32
16
1/2
1/2
1/2
25/32
-
-
-
-
BOARD SHEATHING
(diagonally across 3 or more supports)
Stud Spacing
(inches, o.c.)
Minimum Board Thickness (in.)
12
5/8
5/8
5/8
5/8
5/8
5/8
5/8
5/8
16
5/8
5/8
5/8
5/8
5/8
5/8
5/8
5/8
24
5/8
5/8
5/8
5/8
3/4
-
-
-
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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237
+
Table A-3.13B
Wall Cladding Requirements for Wind Loads - Exposure C
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
WOOD STRUCTURAL PANEL AND HARDBOARD PANEL SIDING
(short dimension across studs)
Stud Spacing
(inches, o.c.)
12
Minimum Panel Thickness (in.)
3/8
3/8
3/8
3/8
3/8
3/8
3/8
7/16
3/8
3/8
3/8
7/16
15/32
15/32
15/32
19/32
24
15/32
15/32
19/32
19/32
19/32
23/32
23/32
-
BOARD AND HARDBOARD LAP SIDING
(diagonal across 3 or more supports)
Stud Spacing
(inches, o.c.)
12-16
Minimum Board Thickness (in.)
7/16
7/16
7/16
7/16
7/16
AMERICAN FOREST & PAPER ASSOCIATION
7/16
7/16
7/16
PRESCRIPTIVE DESIGN
16
3
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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238
PRESCRIPTIVE DESIGN
+
Table A-3.15 Minimum Attic Floor/Ceiling Length When Bracing Gable Endwall
for Wind Loads - Exposure C
Three Second Gust Wind Speed
(mph)
85
90
100
110
120
130
140
150
1,2,3,4
Assemblies
Roof Pitch
Structural Sheathing
Attic Floor or Ceiling Diaphragm Bracing
Gable Endwall
(Wind Parallel to Ridge)
1:12-3:12
4:12
5:12
6:12
7:12
8:12
9:12
10:12
11:12
12:12
Gypsum
Ceiling Diaphragm
Bracing Gable Endwall
1:12-3:12
(Wind Parallel to Ridge)5
4:12
5:12
6:12
7:12
8:12
9:12
10:12
11:12
12:12
Length of Ceiling Diaphragm (ft.)
(measured perpendicular to gable endwall)
Roof Span (ft.)
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
12
24
36
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
5
10
16
5
10
17
5
11
18
5
11
19
6
12
20
6
12
21
6
13
22
6
13
23
6
14
24
6
14
25
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
6
11
17
6
12
19
6
12
20
6
13
21
6
13
22
6
14
24
7
14
25
7
15
26
7
15
27
7
16
28
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
7
14
21
7
14
23
7
15
24
7
16
26
8
16
27
8
17
29
8
18
30
8
18
32
8
19
33
8
20
35
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
12
4
8
13
4
8
13
4
8
14
8
16
26
8
17
27
9
18
29
9
19
31
9
20
33
9
20
35
9
21
37
10
22
39
10
23
40
10
24
42
4
8
12
4
8
12
4
8
12
4
8
12
4
8
13
4
8
14
4
8
14
4
9
15
4
9
16
4
9
17
10
19
30
10
20
33
10
21
35
10
22
37
11
23
39
11
24
41
11
25
44
11
26
46
12
27
48
12
28
50
4
8
12
4
8
13
4
8
13
4
9
14
4
9
15
4
9
16
5
10
17
5
10
18
5
11
18
5
11
19
11
22
36
12
24
38
12
25
41
12
26
43
12
27
46
13
28
48
13
29
51
13
31
54
14
32
56
14
33
59
5
9
14
5
9
15
5
10
16
5
10
17
5
10
17
5
11
18
5
11
19
5
12
20
5
12
21
6
13
22
13
26
41
13
27
44
14
29
47
14
30
50
14
31
53
15
33
56
15
34
59
15
35
62
16
37
65
16
38
68
5
10
16
5
10
17
5
11
18
5
11
19
6
12
20
6
12
21
6
13
22
6
13
23
6
14
24
6
14
26
15
30
47
15
31
51
16
33
54
16
34
58
16
36
61
17
37
64
17
39
68
18
41
71
18
42
75
18
44
78
See footnotes 1-5.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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239
Footnotes to Table A-3.15
1
2
3
4
Tabulated gypsum ceiling requirements shall be permitted to be multiplied by 0.78 when ceiling framing is spaced at 16 inches o.c. or less.
AMERICAN FOREST & PAPER ASSOCIATION
3
PRESCRIPTIVE DESIGN
5
Tabulated attic floor or ceiling length requirements assume sheathing continuous from gable-end to gable-end. For an attic floor or ceiling
bracing only one gable-end, the tabulated length requirement shall be permitted to be multiplied by 0.84. In no case shall the length
requirement be less than one-third of the distance between bracing walls for gypsum ceilings or one-third of the distance for attic floors or
ceilings sheathed with structural sheathing.
Tabulated length requirements assume a building located in Exposure C.
Tabulated length requirements are based on 8 foot wall heights. For other wall heights, H, the tabulated length requirements shall be
multiplied by H/8.
Attic floor or ceiling diaphragms are not required for hip roof systems.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
239
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101256503
240
PRESCRIPTIVE DESIGN
+
Table A-3.16A Range of Allowable Sidewall Lengths for Wind Loads - Exposure C
One Story Slab-on-Grade
(Roof Diaphragm Limitations)
Three Second Gust Wind Speed
(mph)
Foundation
Supporting
85
90
100
Building
Endwall
120
140
130
150
Allowable Building Sidewall Lengths (ft.)2,3
Width1,3 (ft.) min
12
10
1 Story
Slab-on-grade
110
max
min
max
min
max
min
max
min
max
min
max
min
max
min
max
36
10
36
10
36
10
36
10
30
10
26
10
22
10
20
16
10
48
10
48
10
48
10
48
10
41
10
35
10
30
11
26
20
10
60
10
60
10
60
10
60
10
51
10
43
12
37
14
33
24
10
72
10
72
10
72
10
72
11
61
13
52
15
45
17
39
28
10
80
10
80
10
80
10
80
12
71
15
61
17
52
19
46
32
11
80
11
80
11
80
12
80
14
80
17
69
19
60
22
52
36
12
80
12
80
12
80
13
80
16
80
19
78
22
67
25
59
40
13
80
13
80
13
80
15
80
18
80
21
80
24
75
28
65
50
17
80
17
80
17
80
19
80
22
80
26
80
30
80
35
80
60
20
80
20
80
20
80
22
80
27
80
31
80
36
80
42
80
70
23
80
23
80
23
80
26
80
31
80
37
80
42
80
49
80
1
80
27
80
27
80
27
80
30
80
36
80
42
80
48
80
56
80
Total roof span shall not exceed 36 feet based on 3.1.3.4a. Endwall widths up to 80 feet are shown for use with the inscribed building
provisions of 3.1.3.3c.
2
Tabulated length requirements assume a building located in Exposure C.
3
Minimum building dimensions shall not be less than the building mean roof height.
End
wal
l
Side
wal
l
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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241
+
Table A-3.16B Range of Allowable Sidewall Lengths for Wind Loads - Exposure C
All Other Cases
(Floor Diaphragm Limitations)
Three Second Gust Wind Speed
(mph)
Foundation
Supporting:
90
100
Building
Endwall
110
120
140
130
150
Allowable Building Sidewall Lengths (ft.)2,3
Width1,3 (ft.) min
12
10
max
min
max
min
max
min
max
min
max
min
max
min
max
min
max
36
10
36
10
33
10
27
10
23
10
19
10
17
10
15
16
10
48
10
48
10
44
10
36
10
30
10
26
10
22
12
19
20
10
60
10
60
10
54
10
45
10
38
11
32
13
28
15
24
24
10
72
10
72
10
65
10
54
11
45
13
39
16
33
18
29
28
10
80
10
80
10
76
11
63
13
53
16
45
18
39
21
34
32
11
80
11
80
11
80
13
72
15
61
18
52
21
44
24
39
36
12
80
12
80
12
80
14
80
17
68
20
58
23
50
27
44
40
13
80
13
80
13
80
16
80
19
76
22
64
26
56
30
48
50
17
80
17
80
17
80
20
80
24
80
28
80
32
69
37
61
60
20
80
20
80
20
80
24
80
29
80
34
80
39
80
45
73
70
23
80
23
80
23
80
28
80
33
80
39
80
45
80
52
80
3
PRESCRIPTIVE DESIGN
1-3 Stories
1
85
80
27
80
27
80
27
80
32
80
38
80
45
80
52
80
60
80
Total roof span shall not exceed 36 feet based on 3.1.3.4a. Endwall widths up to 80 feet are shown for use with the inscribed building
provisions of 3.1.3.3c.
2
Tabulated length requirements assume a building located in Exposure C.
3
Minimum building dimensions shall not be less than the building mean roof height.
End
wal
l
Side
wal
l
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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101256503
242
PRESCRIPTIVE DESIGN
+
Table A-3.17A Segmented Shearwall Endwall Sheathing Length Requirements for
Wind - Exposure C
(Wind Perpendicular to Ridge)
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
Minimum Length of Full Height Sheathing
Shear Wall Line Beneath
Building Sidewall
Length, L (ft.)
Roof & Ceiling
12
1.6
1.8
2.2
2.6
3.1
3.7
4.2
4.9
16
2.1
2.3
2.9
3.5
4.2
4.9
5.7
6.5
20
2.6
2.9
3.6
4.4
5.2
6.1
7.1
8.1
24
3.1
3.5
4.3
5.2
6.2
7.3
8.5
9.7
28
3.7
4.1
5.1
6.1
7.3
8.5
9.9
11.4
32
4.2
4.7
5.8
7.0
8.3
9.8
11.3
13.0
36
4.7
5.3
6.5
7.9
9.4
11.0
12.7
14.6
40
5.2
5.8
7.2
8.7
10.4
12.2
14.2
16.2
50
6.5
7.3
9.0
10.9
13.0
15.3
17.7
20.3
60
7.8
8.8
10.8
13.1
15.6
18.3
21.2
24.4
70
9.1
10.2
12.6
15.3
18.2
21.4
24.8
28.4
80
10.4
11.7
14.4
17.5
20.8
24.4
28.3
32.5
W
L
Roof, Ceiling, & 1 Floor
W
L
Roof, Ceiling, & 2 Floors
W
1
2
3
4
5
L
on Building Endwall, W (ft.)1,2,3,4,5
20
6.1
6.9
8.5
10.2
12.2
14.3
16.6
19.0
24
7.3
8.2
10.2
12.3
14.6
17.2
19.9
22.8
28
8.6
9.6
11.8
14.3
17.1
20.0
23.2
26.7
32
9.8
11.0
13.5
16.4
19.5
22.9
26.5
30.5
36
11.0
12.3
15.2
18.4
21.9
25.7
29.9
34.3
40
12.2
13.7
16.9
20.5
24.4
28.6
33.2
38.1
50
15.3
17.1
21.2
25.6
30.5
35.8
41.5
47.6
60
18.3
20.6
25.4
30.7
36.6
42.9
49.8
57.1
70
21.4
24.0
29.6
35.8
42.6
50.1
58.1
66.6
80
24.5
27.4
33.9
41.0
48.7
57.2
66.3
76.2
28
13.5
15.1
18.6
22.6
26.8
31.5
36.5
41.9
32
15.4
17.3
21.3
25.8
30.7
36.0
41.8
47.9
36
17.3
19.4
24.0
29.0
34.5
40.5
47.0
53.9
40
19.2
21.6
26.6
32.2
38.3
45.0
52.2
59.9
50
24.0
27.0
33.3
40.3
47.9
56.3
65.2
74.9
60
28.9
32.4
39.9
48.3
57.5
67.5
78.3
89.9
70
33.7
37.7
46.6
56.4
67.1
78.8
91.3
104.8
80
38.5
43.1
53.3
64.4
76.7
90.0
104.4
119.8
Tabulated length requirements assume a building located in Exposure C.
Tabulated sheathing lengths are based on 8 foot wall heights. For other wall heights, H, the tabulated sheathing lengths shall be
multiplied by H/8.
Tabulated sheathing lengths assume walls are sheathed as specified in Section 3.4.4.2. For other sheathing materials the tabulated
lengths shall be multiplied by the appropriate sheathing type adjustment factor in Table 3.17D.
Minimum length of full height sheathing shall not be less than the minimum required to satisfy the maximum shearwall segment
aspect ratio limitation in Table 3.17D.
Total roof span shall not exceed 36 feet based on 3.1.3.4a. Endwall widths up to 80 feet are shown for use with the inscribed
building provisions of 3.1.3.3c.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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101256503
WOOD FRAME CONSTRUCTION MANUAL
243
+
Table A-3.17B Segmented Shearwall Sidewall Sheathing Length Requirements
for Wind - Exposure C
(Wind Parallel to Ridge)
Three Second Gust Wind Speed (mph)
85
90
100
110
120
130
140
150
Minimum Length of Full Height Sheathing
Building Endwall
Length, W (ft.)
Roof & Ceiling
12
1.3
1.5
1.8
2.2
2.7
3.1
3.6
4.2
16
1.8
2.0
2.5
3.0
3.5
4.2
4.8
5.5
20
2.2
2.5
3.1
3.7
4.4
5.2
6.0
6.9
24
2.7
3.0
3.7
4.5
5.3
6.2
7.2
8.3
28
3.1
3.5
4.3
5.2
6.2
7.3
8.4
9.7
32
3.6
4.0
4.9
6.0
7.1
8.3
9.6
11.1
36
4.0
4.5
5.5
6.7
8.0
9.4
10.9
12.5
40
4.4
5.0
6.2
7.4
8.9
10.4
12.1
13.8
50
5.6
6.2
7.7
9.3
11.1
13.0
15.1
17.3
60
6.7
7.5
9.2
11.2
13.3
15.6
18.1
20.8
70
7.8
8.7
10.8
13.0
15.5
18.2
21.1
24.2
80
8.9
10.0
12.3
14.9
17.7
20.8
24.1
27.7
20
4.6
5.2
6.4
7.7
9.2
10.8
12.5
14.3
24
5.5
6.2
7.6
9.3
11.0
12.9
15.0
17.2
28
6.4
7.2
8.9
10.8
12.8
15.1
17.5
20.1
32
7.4
8.3
10.2
12.3
14.7
17.2
20.0
22.9
36
8.3
9.3
11.5
13.9
16.5
19.4
22.5
25.8
40
9.2
10.3
12.7
15.4
18.3
21.5
25.0
28.7
50
11.5
12.9
15.9
19.3
22.9
26.9
31.2
35.8
60
13.8
15.5
19.1
23.1
27.5
32.3
37.5
43.0
70
16.1
18.1
22.3
27.0
32.1
37.7
43.7
50.2
80
18.4
20.6
25.5
30.8
36.7
43.1
50.0
57.3
28
9.8
11.0
13.5
16.4
19.5
22.9
26.5
30.5
32
11.2
12.5
15.5
18.7
22.3
26.1
30.3
34.8
36
12.6
14.1
17.4
21.1
25.1
29.4
34.1
39.2
40
14.0
15.7
19.3
23.4
27.8
32.7
37.9
43.5
50
17.5
19.6
24.2
29.2
34.8
40.8
47.4
54.4
60
21.0
23.5
29.0
35.1
41.8
49.0
56.8
65.3
70
24.4
27.4
33.8
40.9
48.7
57.2
66.3
76.1
80
27.9
31.3
38.7
46.8
55.7
65.4
75.8
87.0
W
L
Roof, Ceiling, & 1 Floor
W
L
Roof, Ceiling, & 2 Floors
W
1
2
3
4
5
L
on Building Sidewall, L (ft.)1,2,3,4,5
3
PRESCRIPTIVE DESIGN
Shear Wall Line Beneath
Tabulated length requirements assume a building located in Exposure C.
Tabulated sheathing lengths are based on 8 foot wall heights. For other wall heights, H, the tabulated sheathing lengths shall be
multiplied by H/8.
Tabulated sheathing lengths assume walls are sheathed as specified in Section 3.4.4.2. For other sheathing materials the tabulated
lengths shall be multiplied by the appropriate sheathing type adjustment factor in Table 3.17D.
Minimum length of full height sheathing shall not be less than the minimum required to satisfy the maximum shearwall segment
aspect ratio limitation in Table 3.17D.
Total roof span shall not exceed 36 feet based on 3.1.3.4a. Endwall widths up to 80 feet are shown for use with the inscribed
building provisions of 3.1.3.3c.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
243
1/12/02, 2:31 PM
244
C
101256503
PRESCRIPTIVE DESIGN
Table A-3.20A Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths
for Common Lumber Species Resisting Interior Zone Wind Loads Exposure C
(Fully Sheathed with a Minimum Sheathing Material)a
Three Second Gust Wind Speed (mph)
Stud Spacing
Species
Grade
(in.)
2x4
85
2x6
2x8
2x4
90
2x6
2x8
2x4
100
2x6
2x8
2x4
110
2x6
2x8
1
Maximum Allowable Stud Length (ft.-in.)
Douglas Fir-Larch
SS
15 - 5
†
†
14 - 10
†
†
13 - 9
†
†
12 - 11
†
†
Douglas Fir-Larch
#1
14 - 10
†
†
14 - 3
†
†
13 - 3
†
†
12 - 5
19 - 11
†
Douglas Fir-Larch
#2
14 - 6
†
†
14 - 0
†
†
13 - 0
†
†
12 - 2
19 - 6
†
12 - 10
19 - 3
†
12 - 0
18 - 1
†
10 - 9
16 - 2
†
9-8
14 - 7
18 - 10
Douglas Fir-Larch
#3/Stud
10 - 10
10 - 2
9-1
8-2
Douglas Fir-Larch Standard
Hem-Fir
SS
14 - 6
†
†
14 - 0
†
†
13 - 0
†
†
12 - 2
19 - 6
†
Hem-Fir
#1
14 - 2
†
†
13 - 8
†
†
12 - 8
†
†
11 - 10
19 - 1
†
Hem-Fir
#2
13 - 6
†
†
13 - 0
†
†
12 - 1
19 - 4
†
11 - 3
18 - 1
†
12 - 6
18 - 9
†
11 - 9
17 - 8
†
10 - 6
15 - 9
†
9-5
14 - 3
18 - 4
Hem-Fir
#3/Stud
Hem-Fir
Standard
10 - 7
9 - 11
8 - 10
8-0
Southern Pine
SS
15 - 2
†
†
14 - 6
†
†
13 - 6
†
†
12 - 8
†
†
12
Southern Pine
#1
14 - 10
†
†
14 - 3
†
†
13 - 3
†
†
12 - 5
19 - 11
†
Southern Pine
#2
14 - 6
†
†
14 - 0
†
†
13 - 0
†
†
12 - 2
19 - 6
†
Southern Pine
#3
13 - 4
†
†
12 - 6
19 - 0
†
11 - 2
17 - 0
†
10 - 1
15 - 4
19 - 11
Southern Pine
Stud
13 - 4
†
†
12 - 6
19 - 0
†
11 - 2
17 - 0
†
10 - 1
15 - 4
19 - 11
Southern Pine
Standard
11 - 4
10 - 8
9-6
8-7
Spruce-Pine-Fir
SS
14 - 2
†
†
13 - 8
†
†
12 - 8
†
†
11 - 10
19 - 1
†
#1
13 - 10
†
†
13 - 4
†
†
12 - 5
19 - 10
†
11 - 7
18 - 7
†
Spruce-Pine-Fir
Spruce-Pine-Fir
#2
13 - 10
†
†
13 - 4
†
†
12 - 5
19 - 10
†
11 - 7
18 - 7
†
Spruce-Pine-Fir
#3/Stud
12 - 6
18 - 9
†
11 - 9
17 - 8
†
10 - 6
15 - 9
†
9-5
14 - 3
18 - 4
Standard
10 - 7
9 - 11
8 - 10
8-0
Spruce-Pine-Fir
Douglas Fir-Larch
SS
13 - 11
†
†
13 - 5
†
†
12 - 5
20 - 0
†
11 - 8
18 - 8
†
Douglas Fir-Larch
#1
13 - 5
†
†
12 - 11
†
†
12 - 0
19 - 3
†
11 - 2
17 - 8
†
Douglas Fir-Larch
#2
13 - 2
†
†
12 - 7
†
†
11 - 9
18 - 6
†
11 - 0
16 - 8
†
11 - 0
16 - 6
†
10 - 4
15 - 6
20 - 0
9-3
13 - 10
17 - 10
8-4
12 - 6
16 - 1
Douglas Fir-Larch
#3/Stud
Douglas Fir-Larch Standard
9-3
8-9
7 - 10
Hem-Fir
SS
13 - 2
†
†
12 - 7
†
†
11 - 9
18 - 10
†
11 - 0
17 - 7
†
Hem-Fir
#1
12 - 10
†
†
12 - 4
19 - 10
†
11 - 6
18 - 5
†
10 - 9
17 - 3
†
Hem-Fir
#2
12 - 3
19 - 7
†
11 - 9
18 - 10
†
10 - 11
17 - 6
†
10 - 2
16 - 2
†
10 - 8
16 - 1
†
10 - 1
15 - 1
19 - 6
9-0
13 - 6
17 - 5
8-1
12 - 2
15 - 8
Hem-Fir
#3/Stud
9-1
8-6
Hem-Fir
Standard
16
Southern Pine
SS
13 - 8
†
†
13 - 2
†
†
12 - 3
19 - 7
†
11 - 5
18 - 4
†
Southern Pine
#1
13 - 5
†
†
12 - 11
†
†
12 - 0
19 - 3
†
11 - 2
18 - 0
†
Southern Pine
#2
13 - 2
†
†
12 - 7
†
†
11 - 9
18 - 10
†
11 - 0
17 - 4
†
Southern Pine
#3
11 - 5
17 - 4
†
10 - 9
16 - 4
†
9-7
14 - 7
18 - 11
8-8
13 - 2
17 - 1
Southern Pine
Stud
11 - 5
17 - 4
†
10 - 9
16 - 4
†
9-7
14 - 7
18 - 11
8-8
13 - 2
17 - 1
9-8
9-1
8-2
Southern Pine
Standard
Spruce-Pine-Fir
SS
12 - 10
†
†
12 - 4
19 - 10
†
11 - 6
18 - 5
†
10 - 9
17 - 3
†
Spruce-Pine-Fir
#1
12 - 6
†
†
12 - 1
19 - 4
†
11 - 2
18 - 0
†
10 - 6
16 - 5
†
#2
12 - 6
†
†
12 - 1
19 - 4
†
11 - 2
18 - 0
†
10 - 6
16 - 5
†
Spruce-Pine-Fir
Spruce-Pine-Fir
#3/Stud
10 - 8
16 - 1
†
10 - 1
15 - 1
19 - 6
9-0
13 - 6
17 - 5
8-1
12 - 2
15 - 8
Spruce-Pine-Fir
Standard
9-1
8-6
Douglas Fir-Larch
SS
12 - 1
19 - 5
†
11 - 8
18 - 8
†
10 - 10
17 - 4
†
10 - 1
16 - 3
†
Douglas Fir-Larch
#1
11 - 8
18 - 8
†
11 - 2
17 - 8
†
10 - 5
15 - 9
†
9-5
14 - 3
18 - 4
Douglas Fir-Larch
#2
11 - 5
17 - 9
†
11 - 0
16 - 8
†
9 - 11
14 - 11
19 - 2
8 - 11
13 - 5
17 - 4
8 - 10
13 - 3
17 - 1
8-4
12 - 6
16 - 1
11 - 2
14 - 4
10 - 1
13 - 0
Douglas Fir-Larch
#3/Stud
Douglas Fir-Larch Standard
Hem-Fir
SS
11 - 5
18 - 4
†
11 - 0
17 - 7
†
10 - 2
16 - 4
†
9-6
15 - 3
†
Hem-Fir
#1
11 - 2
17 - 11
†
10 - 9
17 - 2
†
10 - 0
15 - 6
†
9-4
14 - 0
18 - 1
Hem-Fir
#2
10 - 7
17 - 0
†
10 - 2
16 - 2
†
9-6
14 - 5
18 - 7
8-8
13 - 0
16 - 9
Hem-Fir
#3/Stud
8-7
12 - 11
16 - 8
8-1
12 - 2
15 - 8
10 - 10
14 - 0
9 - 10
12 - 8
Hem-Fir
Standard
24
Southern Pine
SS
11 - 11
19 - 1
†
11 - 5
18 - 4
†
10 - 7
17 - 0
†
9 - 11
15 - 11
†
Southern Pine
#1
11 - 8
18 - 8
†
11 - 2
18 - 0
†
10 - 5
16 - 8
†
9-9
15 - 7
†
Southern Pine
#2
11 - 5
18 - 4
†
11 - 0
17 - 3
†
10 - 2
15 - 5
†
9-5
13 - 11
18 - 4
Southern Pine
#3
9-2
14 - 0
18 - 1
8-8
13 - 1
17 - 0
11 - 9
15 - 2
10 - 7
13 - 9
Southern Pine
Stud
9-2
14 - 0
18 - 1
8-8
13 - 1
17 - 0
11 - 9
15 - 2
10 - 7
13 - 9
7 - 10
Southern Pine
Standard
SS
11 - 2
17 - 11
†
10 - 9
17 - 2
†
10 - 0
16 - 0
†
9-4
14 - 11
20 - 0
Spruce-Pine-Fir
Spruce-Pine-Fir
#1
10 - 11
17 - 5
†
10 - 6
16 - 5
†
9-9
14 - 8
18 - 11
8 - 10
13 - 3
17 - 1
Spruce-Pine-Fir
#2
10 - 11
17 - 5
†
10 - 6
16 - 5
†
9-9
14 - 8
18 - 11
8 - 10
13 - 3
17 - 1
#3/Stud
8-7
12 - 11
16 - 8
8-1
12 - 2
15 - 8
10 - 10
14 - 0
9 - 10
12 - 8
Spruce-Pine-Fir
Spruce-Pine-Fir
Standard
†
Allowable stud length exceeds 20 feet.
Lumber grade not available or allowable stud length is less than 7 ft. - 9 in. (for 8 ft. wall height).
a
Maximum stud lengths in Table A-3.20A are based on interior zone loads and assume that all studs are sheathed with minimum sheathing material. Studs within 4 feet of corners
shall be sheathed on the exterior with a minimum of 3/8 inch wood structural panels and on the interior with minimum sheathing material, or stud spacings shall be multiplied by
0.85 for framing located within 4 feet of corners to account for the additional end zone loading requirements. The additional bending capacity provided by the wood structural
panels or reduced stud spacing is assumed to be sufficient to resist the additional end zone loading requirements.
See Footnote 1.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
244
8/2/2003, 3:26 PM
C
101256503
WOOD FRAME CONSTRUCTION MANUAL
245
Table A-3.20A Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths
for Common Lumber Species Resisting Interior Zone Wind Loads Exposure C (Cont.)
(Fully Sheathed with a Minimum Sheathing Material)a
Three Second Gust Wind Speed (mph)
Stud Spacing
(in.)
Species
Grade
2x4
120
2x6
2x8
2x4
130
2x6
2x8
2x4
140
2x6
Maximum Allowable Stud Length (ft.-in.)
2x8
2x4
150
2x6
2x8
1
AMERICAN FOREST & PAPER ASSOCIATION
3
PRESCRIPTIVE DESIGN
Douglas Fir-Larch
SS
12 - 1
19 - 6
†
11 - 6
18 - 5
†
10 - 11
17 - 6
†
10 - 5
16 - 8
†
Douglas Fir-Larch
#1
11 - 8
18 - 9
†
11 - 0
17 - 3
†
10 - 6
15 - 11
†
9 - 10
14 - 9
19 - 1
Douglas Fir-Larch
#2
11 - 5
17 - 9
†
10 - 10
16 - 3
†
10 - 0
15 - 0
19 - 5
9-4
14 - 0
18 - 0
Douglas Fir-Larch
#3/Stud
8 - 10
13 - 3
17 - 1
8-1
12 - 2
15 - 9
11 - 3
14 - 6
10 - 6
13 - 6
Douglas Fir-Larch Standard
SS
11 - 5
18 - 4
†
10 - 10
17 - 4
†
10 - 3
16 - 5
†
9-9
15 - 8
†
Hem-Fir
Hem-Fir
#1
11 - 2
17 - 11
†
10 - 7
16 - 11
†
10 - 0
15 - 8
†
9-7
14 - 7
18 - 9
#2
10 - 7
17 - 1
†
10 - 1
15 - 10
†
9-6
14 - 7
18 - 10
9-0
13 - 7
17 - 5
Hem-Fir
#3/Stud
8-7
12 - 11
16 - 8
7 - 11
11 - 11
15 - 4
11 - 0
14 - 2
10 - 2
13 - 2
Hem-Fir
Hem-Fir
Standard
12
Southern Pine
SS
11 - 11
19 - 1
†
11 - 3
18 - 1
†
10 - 8
17 - 2
†
10 - 2
16 - 4
†
Southern Pine
#1
11 - 8
18 - 9
†
11 - 0
17 - 8
†
10 - 6
16 - 10
†
10 - 0
16 - 0
†
Southern Pine
#2
11 - 5
18 - 4
†
10 - 10
16 - 10
†
10 - 3
15 - 7
†
9-9
14 - 6
19 - 1
Southern Pine
#3
9-3
14 - 0
18 - 1
8-6
12 - 10
16 - 8
7 - 10
11 - 10
15 - 4
11 - 0
14 - 3
9-3
14 - 0
18 - 1
8-6
12 - 10
16 - 8
7 - 10
11 - 10
15 - 4
11 - 0
14 - 3
Southern Pine
Stud
Southern Pine
Standard
7 - 10
Spruce-Pine-Fir
SS
11 - 2
17 - 11
†
10 - 7
16 - 11
†
10 - 0
16 - 1
†
9-7
15 - 4
†
Spruce-Pine-Fir
#1
10 - 11
17 - 6
†
10 - 4
16 - 0
†
9-9
14 - 10
19 - 1
9-2
13 - 9
17 - 9
Spruce-Pine-Fir
#2
10 - 11
17 - 6
†
10 - 4
16 - 0
†
9-9
14 - 10
19 - 1
9-2
13 - 9
17 - 9
Spruce-Pine-Fir
#3/Stud
8-7
12 - 11
16 - 8
7 - 11
11 - 11
15 - 4
11 - 0
14 - 2
10 - 2
13 - 2
Spruce-Pine-Fir
Standard
Douglas Fir-Larch
SS
11 - 0
17 - 7
†
10 - 4
16 - 8
†
9 - 10
15 - 10
†
9-5
15 - 1
†
Douglas Fir-Larch
#1
10 - 7
16 - 1
†
9 - 10
14 - 9
19 - 0
9-1
13 - 8
17 - 7
8-5
12 - 8
16 - 4
Douglas Fir-Larch
#2
10 - 1
15 - 2
19 - 7
9-3
14 - 0
18 - 0
8-7
12 - 11
16 - 7
8-0
12 - 0
15 - 5
Douglas Fir-Larch
#3/Stud
11 - 5
14 - 8
10 - 5
13 - 6
9-8
12 - 5
9-0
11 - 7
Douglas Fir-Larch Standard
SS
10 - 4
16 - 7
†
9-9
15 - 8
†
9-3
14 - 11
19 - 11
8 - 10
14 - 2
18 - 11
Hem-Fir
#1
10 - 1
15 - 10
†
9-7
14 - 7
18 - 9
9-0
13 - 5
17 - 4
8-4
12 - 6
16 - 1
Hem-Fir
Hem-Fir
#2
9-7
14 - 9
19 - 0
9-0
13 - 6
17 - 5
8-4
12 - 6
16 - 1
11 - 7
15 - 0
#3/Stud
11 - 1
14 - 4
10 - 2
13 - 1
9-5
12 - 1
8-9
11 - 3
Hem-Fir
Standard
Hem-Fir
16
Southern Pine
SS
10 - 9
17 - 3
†
10 - 2
16 - 4
†
9-8
15 - 6
†
9-3
14 - 9
19 - 9
Southern Pine
#1
10 - 7
16 - 11
†
10 - 0
16 - 0
†
9-6
15 - 2
19 - 10
9-0
14 - 5
18 - 5
Southern Pine
#2
10 - 4
15 - 9
†
9-9
14 - 6
19 - 0
9-1
13 - 4
17 - 7
8-5
12 - 5
16 - 4
Southern Pine
#3
7 - 11
12 - 0
15 - 6
11 - 0
14 - 3
10 - 2
13 - 2
9-5
12 - 3
Southern Pine
Stud
7 - 11
12 - 0
15 - 6
11 - 0
14 - 3
10 - 2
13 - 2
9-5
12 - 3
Southern Pine
Standard
Spruce-Pine-Fir
SS
10 - 1
16 - 2
†
9-7
15 - 4
†
9-1
14 - 7
19 - 5
8-8
13 - 10
18 - 5
Spruce-Pine-Fir
#1
9 - 10
15 - 0
19 - 4
9-2
13 - 9
17 - 9
8-5
12 - 8
16 - 4
7 - 10
11 - 10
15 - 2
Spruce-Pine-Fir
#2
9 - 10
15 - 0
19 - 4
9-2
13 - 9
17 - 9
8-5
12 - 8
16 - 4
7 - 10
11 - 10
15 - 2
Spruce-Pine-Fir
#3/Stud
11 - 1
14 - 4
10 - 2
13 - 1
9-5
12 - 1
8-9
11 - 3
Spruce-Pine-Fir
Standard
Douglas Fir-Larch
SS
9-6
15 - 3
†
9-0
14 - 5
19 - 0
8-7
13 - 8
17 - 7
8-2
12 - 8
16 - 4
Douglas Fir-Larch
#1
8-7
12 - 11
16 - 8
7 - 11
11 - 11
15 - 4
11 - 0
14 - 2
10 - 2
13 - 2
Douglas Fir-Larch
#2
8-2
12 - 3
15 - 9
11 - 3
14 - 6
10 - 5
13 - 4
9-8
12 - 5
Douglas Fir-Larch
#3/Stud
9-2
11 - 10
8-5
10 - 10
7-9
10 - 0
9-4
Douglas Fir-Larch Standard
SS
9-0
14 - 5
19 - 3
8-6
13 - 7
18 - 2
8-1
12 - 11
16 - 11
12 - 2
15 - 9
Hem-Fir
#1
8-6
12 - 9
16 - 5
7 - 10
11 - 9
15 - 1
10 - 10
13 - 11
10 - 1
13 - 0
Hem-Fir
#2
7 - 11
11 - 10
15 - 3
10 - 11
14 - 0
10 - 1
13 - 0
9-4
12 - 0
Hem-Fir
Hem-Fir
#3/Stud
8 - 11
11 - 6
8-2
10 - 7
9-9
9-1
Standard
Hem-Fir
24
Southern Pine
SS
9-4
15 - 0
†
8 - 10
14 - 2
18 - 11
8-5
13 - 6
18 - 0
8-0
12 - 10
17 - 2
Southern Pine
#1
9-2
14 - 8
18 - 10
8-8
13 - 6
17 - 3
8-2
12 - 6
15 - 11
11 - 7
14 - 10
Southern Pine
#2
8-7
12 - 8
16 - 8
7 - 11
11 - 8
15 - 4
10 - 9
14 - 2
10 - 0
13 - 2
Southern Pine
#3
9-8
12 - 6
8 - 10
11 - 6
8-2
10 - 7
9 - 10
Southern Pine
Stud
9-8
12 - 6
8 - 10
11 - 6
8-2
10 - 7
9 - 10
Southern Pine
Standard
Spruce-Pine-Fir
SS
8-9
14 - 1
18 - 9
8-4
13 - 4
17 - 3
7 - 11
12 - 4
15 - 11
11 - 6
14 - 10
Spruce-Pine-Fir
#1
8-0
12 - 1
15 - 6
11 - 1
14 - 3
10 - 3
13 - 2
9-6
12 - 3
Spruce-Pine-Fir
#2
8-0
12 - 1
15 - 6
11 - 1
14 - 3
10 - 3
13 - 2
9-6
12 - 3
Spruce-Pine-Fir
#3/Stud
8 - 11
11 - 6
8-2
10 - 7
9-9
9-1
Spruce-Pine-Fir
Standard
†
Allowable stud length exceeds 20 feet.
Lumber grade not available or allowable stud length is less than 7 ft. - 9 in. (for 8 ft. wall height).
a
Maximum stud lengths in Table A-3.20A are based on interior zone loads and assume that all studs are sheathed with minimum sheathing material. Studs within 4 feet of corners
shall be sheathed on the exterior with a minimum of 3/8 inch wood structural panels and on the interior with minimum sheathing material, or stud spacings shall be multiplied by
0.85 for framing located within 4 feet of corners to account for the additional end zone loading requirements. The additional bending capacity provided by the wood structural
panels or reduced stud spacing is assumed to be sufficient to resist the additional end zone loading requirements.
See Footnote 1.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
245
8/2/2003, 3:26 PM
246
C
101256503
PRESCRIPTIVE DESIGN
Table A-3.20B Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths
for Common Lumber Species Resisting Interior Zone Wind Loads Exposure C
(Fully Sheathed with a Minimum of 3/8" Wood Structural Panels)a
Three Second Gust Wind Speed (mph)
Stud
Grade
Spacing
Species
(in.)
90
85
2x4
2x6
2x8
2x4
2x6
100
2x8
2x4
2x6
2x8
2x4
110
2x6
2x8
Maximum Allowable Stud Length (ft.-in.)1
Douglas Fir-Larch
SS
15 - 5
†
†
14 - 10
†
†
13 - 9
†
†
12 - 11
†
†
Douglas Fir-Larch
#1
14 - 10
†
†
14 - 3
†
†
13 - 3
†
†
12 - 5
19 - 11
†
Douglas Fir-Larch
#2
14 - 6
†
†
14 - 0
†
†
13 - 0
†
†
12 - 2
19 - 6
†
Douglas Fir-Larch
#3/Stud
13 - 10
†
†
13 - 4
19 - 9
†
12 - 5
17 - 7
†
11 - 2
15 - 11
19 - 8
Douglas Fir-Larch
Standard
12 - 6
11 - 9
10 - 6
9-5
Hem-Fir
SS
14 - 6
†
†
14 - 0
†
†
13 - 0
†
†
12 - 2
19 - 6
†
Hem-Fir
#1
14 - 2
†
†
13 - 8
†
†
12 - 8
†
†
11 - 10
19 - 1
†
Hem-Fir
#2
13 - 6
†
†
13 - 0
†
†
12 - 1
19 - 4
†
11 - 3
18 - 1
†
Hem-Fir
#3/Stud
13 - 2
†
†
12 - 7
19 - 3
†
11 - 9
17 - 2
†
10 - 11
15 - 6
19 - 2
Hem-Fir
Standard
12 - 2
11 - 5
10 - 3
9-3
Southern Pine
SS
15 - 2
†
†
14 - 6
†
†
13 - 6
†
†
12 - 8
†
†
12
Southern Pine
#1
14 - 10
†
†
14 - 3
†
†
13 - 3
†
†
12 - 5
19 - 11
†
Southern Pine
#2
14 - 6
†
†
14 - 0
†
†
13 - 0
†
†
12 - 2
19 - 6
†
Southern Pine
#3
13 - 10
†
†
13 - 4
†
†
12 - 5
18 - 6
†
11 - 7
16 - 9
†
Southern Pine
Stud
13 - 10
†
†
13 - 4
†
†
12 - 5
18 - 6
†
11 - 7
16 - 9
†
Southern Pine
Standard
13 - 0
12 - 3
11 - 0
9 - 11
Spruce-Pine-Fir
SS
14 - 2
†
†
13 - 8
†
†
12 - 8
†
†
11 - 10
19 - 1
†
Spruce-Pine-Fir
#1
13 - 10
†
†
13 - 4
†
†
12 - 5
19 - 10
†
11 - 7
18 - 7
†
Spruce-Pine-Fir
#2
13 - 10
†
†
13 - 4
†
†
12 - 5
19 - 10
†
11 - 7
18 - 7
†
Spruce-Pine-Fir
#3/Stud
13 - 2
†
†
12 - 7
19 - 3
†
11 - 9
17 - 2
†
10 - 11
15 - 6
19 - 2
Spruce-Pine-Fir
Standard
12 - 2
11 - 5
10 - 3
9-3
Douglas Fir-Larch
SS
13 - 11
†
†
13 - 5
†
†
12 - 5
20 - 0
†
11 - 8
18 - 8
†
Douglas Fir-Larch
#1
13 - 5
†
†
12 - 11
†
†
12 - 0
19 - 3
†
11 - 2
18 - 0
†
Douglas Fir-Larch
#2
13 - 2
†
†
12 - 7
†
†
11 - 9
18 - 10
†
11 - 0
17 - 7
†
Douglas Fir-Larch
#3/Stud
12 - 6
18 - 0
†
11 - 11
16 - 11
†
10 - 7
15 - 1
18 - 8
9-7
13 - 8
16 - 10
Douglas Fir-Larch
Standard
10 - 8
10 - 1
9-0
8-1
Hem-Fir
SS
13 - 2
†
†
12 - 7
†
†
11 - 9
18 - 10
†
11 - 0
17 - 7
†
Hem-Fir
#1
12 - 10
†
†
12 - 4
19 - 10
†
11 - 6
18 - 5
†
10 - 9
17 - 3
†
Hem-Fir
#2
12 - 3
19 - 7
†
11 - 9
18 - 10
†
10 - 11
17 - 6
†
10 - 2
16 - 5
†
Hem-Fir
#3/Stud
11 - 11
17 - 6
†
11 - 5
16 - 6
†
10 - 4
14 - 8
18 - 2
9-4
13 - 3
16 - 5
Hem-Fir
Standard
10 - 5
9 - 10
8-9
7 - 11
16
Southern Pine
SS
13 - 8
†
†
13 - 2
†
†
12 - 3
19 - 7
†
11 - 5
18 - 4
†
Southern Pine
#1
13 - 5
†
†
12 - 11
†
†
12 - 0
19 - 3
†
11 - 2
18 - 0
†
Southern Pine
#2
13 - 2
†
†
12 - 7
†
†
11 - 9
18 - 10
†
11 - 0
17 - 7
†
Southern Pine
#3
12 - 6
18 - 11
†
12 - 1
17 - 9
†
11 - 1
15 - 11
19 - 9
10 - 0
14 - 4
17 - 10
Southern Pine
Stud
12 - 6
18 - 11
†
12 - 1
17 - 9
†
11 - 1
15 - 11
19 - 9
10 - 0
14 - 4
17 - 10
Southern Pine
Standard
11 - 2
10 - 6
9-5
8-6
Spruce-Pine-Fir
SS
12 - 10
†
†
12 - 4
19 - 10
†
11 - 6
18 - 5
†
10 - 9
17 - 3
†
Spruce-Pine-Fir
#1
12 - 6
†
†
12 - 1
19 - 4
†
11 - 2
18 - 0
†
10 - 6
16 - 10
†
Spruce-Pine-Fir
#2
12 - 6
†
†
12 - 1
19 - 4
†
11 - 2
18 - 0
†
10 - 6
16 - 10
†
Spruce-Pine-Fir
#3/Stud
11 - 11
17 - 6
†
11 - 5
16 - 6
†
10 - 4
14 - 8
18 - 2
9-4
13 - 3
16 - 5
Spruce-Pine-Fir
Standard
10 - 5
9 - 10
8-9
7 - 11
Douglas Fir-Larch
SS
12 - 1
19 - 5
†
11 - 8
18 - 8
†
10 - 10
17 - 4
†
10 - 1
16 - 3
†
Douglas Fir-Larch
#1
11 - 8
18 - 8
†
11 - 2
18 - 0
†
10 - 5
16 - 8
†
9-9
15 - 6
19 - 2
Douglas Fir-Larch
#2
11 - 5
18 - 4
†
11 - 0
17 - 7
†
10 - 2
16 - 3
†
9-6
14 - 8
18 - 1
Douglas Fir-Larch
#3/Stud
10 - 2
14 - 5
17 - 11
9-7
13 - 7
16 - 10
8-7
12 - 2
15 - 0
11 - 0
13 - 7
Douglas Fir-Larch
Standard
8-7
8-1
Hem-Fir
SS
11 - 5
18 - 4
†
11 - 0
17 - 7
†
10 - 2
16 - 4
†
9-6
15 - 3
†
Hem-Fir
#1
11 - 2
17 - 11
†
10 - 9
17 - 2
†
10 - 0
16 - 0
†
9-4
14 - 11
18 - 11
Hem-Fir
#2
10 - 7
17 - 0
†
10 - 2
16 - 4
†
9-6
15 - 2
19 - 5
8 - 10
14 - 2
17 - 7
Hem-Fir
#3/Stud
9 - 11
14 - 1
17 - 5
9-4
13 - 3
16 - 5
8-4
11 - 10
14 - 7
10 - 8
13 - 2
Hem-Fir
Standard
8-5
7 - 11
24
Southern Pine
SS
11 - 11
19 - 1
†
11 - 5
18 - 4
†
10 - 7
17 - 0
†
9 - 11
15 - 11
†
Southern Pine
#1
11 - 8
18 - 8
†
11 - 2
18 - 0
†
10 - 5
16 - 8
†
9-9
15 - 7
†
Southern Pine
#2
11 - 5
18 - 4
†
11 - 0
17 - 7
†
10 - 2
16 - 4
†
9-6
15 - 2
19 - 2
Southern Pine
#3
10 - 7
15 - 2
18 - 11
10 - 0
14 - 4
17 - 9
8 - 11
12 - 9
15 - 11
8-1
11 - 6
14 - 4
Southern Pine
Stud
10 - 7
15 - 2
18 - 11
10 - 0
14 - 4
17 - 9
8 - 11
12 - 9
15 - 11
8-1
11 - 6
14 - 4
Southern Pine
Standard
9-0
8-6
Spruce-Pine-Fir
SS
11 - 2
17 - 11
†
10 - 9
17 - 2
†
10 - 0
16 - 0
†
9-4
14 - 11
20 - 0
Spruce-Pine-Fir
#1
10 - 11
17 - 6
†
10 - 6
16 - 9
†
9-9
15 - 7
19 - 9
9-1
14 - 5
17 - 10
Spruce-Pine-Fir
#2
10 - 11
17 - 6
†
10 - 6
16 - 9
†
9-9
15 - 7
19 - 9
9-1
14 - 5
17 - 10
Spruce-Pine-Fir
#3/Stud
9 - 11
14 - 1
17 - 5
9-4
13 - 3
16 - 5
8-4
11 - 10
14 - 7
10 - 8
13 - 2
Spruce-Pine-Fir
Standard
8-5
7 - 11
†
Allowable stud length exceeds 20 feet.
Lumber grade not available or allowable stud length is less than 7 ft. - 9 in. (for 8 ft. wall height).
a
Maximum stud lengths in Table A-3.20B are based on interior zone loads and assume that all studs are sheathed on the exterior with minimum of 3/8 inch wood structural panels
and on the interior with minimum sheathing material. Stud spacings shall be multiplied by 0.85 for framing located within 4 feet of corners to account for the additional end zone
loading requirements.
See Footnote 1.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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C
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247
Table A-3.20B Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths
for Common Lumber Species Resisting Interior Zone Wind Loads Exposure C (Cont.)
(Fully Sheathed with a Minimum of 3/8" Wood Structural Panels)a
Three Second Gust Wind Speed (mph)
Stud
Spacing
Species
Grade
(in.)
120
2x4
2x6
130
2x8
2x4
2x6
140
2x8
2x4
2x6
2x8
2x4
150
2x6
2x8
1
Maximum Allowable Stud Length (ft.-in.)
AMERICAN FOREST & PAPER ASSOCIATION
3
PRESCRIPTIVE DESIGN
Douglas Fir-Larch
SS
12 - 1
19 - 6
†
11 - 6
18 - 5
†
10 - 11
17 - 6
†
10 - 5
16 - 8
†
Douglas Fir-Larch
#1
11 - 8
18 - 9
†
11 - 0
17 - 8
†
10 - 6
16 - 10
†
10 - 0
16 - 0
19 - 11
Douglas Fir-Larch
#2
11 - 5
18 - 4
†
10 - 10
17 - 4
†
10 - 3
16 - 5
†
9-9
15 - 3
18 - 10
Douglas Fir-Larch
#3/Stud
10 - 2
14 - 6
17 - 11
9-4
13 - 3
16 - 5
8-8
12 - 3
15 - 2
8-0
11 - 5
14 - 1
Douglas Fir-Larch
Standard
8-7
7 - 11
SS
11 - 5
18 - 4
†
10 - 10
17 - 4
†
10 - 3
16 - 5
†
9-9
15 - 8
†
Hem-Fir
Hem-Fir
#1
11 - 2
17 - 11
†
10 - 7
16 - 11
†
10 - 0
16 - 1
†
9-7
15 - 4
19 - 8
Hem-Fir
#2
10 - 7
17 - 1
†
10 - 1
16 - 1
†
9-6
15 - 4
19 - 8
9-1
14 - 7
18 - 3
Hem-Fir
#3/Stud
9 - 11
14 - 1
17 - 5
9-1
12 - 11
16 - 0
8-5
12 - 0
14 - 9
7 - 10
11 - 1
13 - 9
Hem-Fir
Standard
8-5
12
Southern Pine
SS
11 - 11
19 - 1
†
11 - 3
18 - 1
†
10 - 8
17 - 2
†
10 - 2
16 - 4
†
Southern Pine
#1
11 - 8
18 - 9
†
11 - 0
17 - 8
†
10 - 6
16 - 10
†
10 - 0
16 - 0
†
Southern Pine
#2
11 - 5
18 - 4
†
10 - 10
17 - 4
†
10 - 3
16 - 5
†
9-9
15 - 8
19 - 11
Southern Pine
#3
10 - 7
15 - 3
19 - 0
9-9
14 - 0
17 - 5
9-0
12 - 11
16 - 1
8-4
12 - 0
14 - 11
Southern Pine
Stud
10 - 7
15 - 3
19 - 0
9-9
14 - 0
17 - 5
9-0
12 - 11
16 - 1
8-4
12 - 0
14 - 11
Southern Pine
Standard
9-0
8-3
Spruce-Pine-Fir
SS
11 - 2
17 - 11
†
10 - 7
16 - 11
†
10 - 0
16 - 1
†
9-7
15 - 4
†
Spruce-Pine-Fir
#1
10 - 11
17 - 6
†
10 - 4
16 - 7
†
9-9
15 - 8
20 - 0
9-4
15 - 0
18 - 6
Spruce-Pine-Fir
#2
10 - 11
17 - 6
†
10 - 4
16 - 7
†
9-9
15 - 8
20 - 0
9-4
15 - 0
18 - 6
Spruce-Pine-Fir
#3/Stud
9 - 11
14 - 1
17 - 5
9-1
12 - 11
16 - 0
8-5
12 - 0
14 - 9
7 - 10
11 - 1
13 - 9
Spruce-Pine-Fir
Standard
8-5
Douglas Fir-Larch
SS
11 - 0
17 - 7
†
10 - 4
16 - 8
†
9 - 10
15 - 10
†
9-5
15 - 1
†
Douglas Fir-Larch
#1
10 - 7
16 - 11
†
10 - 0
16 - 0
19 - 11
9-6
14 - 10
18 - 5
9-0
13 - 10
17 - 1
Douglas Fir-Larch
#2
10 - 4
16 - 7
†
9-9
15 - 3
18 - 10
9-3
14 - 1
17 - 4
8 - 10
13 - 1
16 - 2
8-9
12 - 5
15 - 4
8-0
11 - 5
14 - 1
10 - 6
13 - 0
9-9
12 - 1
Douglas Fir-Larch
#3/Stud
Douglas Fir-Larch
Standard
Hem-Fir
SS
10 - 4
16 - 7
†
9-9
15 - 8
†
9-3
14 - 11
19 - 11
8 - 10
14 - 2
18 - 11
Hem-Fir
#1
10 - 1
16 - 2
†
9-7
15 - 4
19 - 8
9-1
14 - 7
18 - 2
8-8
13 - 7
16 - 10
Hem-Fir
#2
9-7
15 - 5
19 - 11
9-1
14 - 7
18 - 3
8-8
13 - 7
16 - 10
8-3
12 - 8
15 - 8
Hem-Fir
#3/Stud
8-6
12 - 1
14 - 11
7 - 10
11 - 1
13 - 9
10 - 3
12 - 8
9-6
11 - 9
Standard
Hem-Fir
16
Southern Pine
SS
10 - 9
17 - 3
†
10 - 2
16 - 4
†
9-8
15 - 6
†
9-3
14 - 9
19 - 9
Southern Pine
#1
10 - 7
16 - 11
†
10 - 0
16 - 0
†
9-6
15 - 2
†
9-0
14 - 6
19 - 3
Southern Pine
#2
10 - 4
16 - 7
†
9-9
15 - 8
19 - 11
9-3
14 - 7
18 - 5
8 - 10
13 - 6
17 - 1
Southern Pine
#3
9-1
13 - 1
16 - 3
8-4
12 - 0
14 - 11
11 - 1
13 - 9
10 - 3
12 - 9
Southern Pine
Stud
9-1
13 - 1
16 - 3
8-4
12 - 0
14 - 11
11 - 1
13 - 9
10 - 3
12 - 9
Southern Pine
Standard
Spruce-Pine-Fir
SS
10 - 1
16 - 2
†
9-7
15 - 4
†
9-1
14 - 7
19 - 5
8-8
13 - 10
18 - 6
Spruce-Pine-Fir
#1
9 - 10
15 - 10
†
9-4
15 - 0
18 - 6
8 - 10
13 - 10
17 - 1
8-5
12 - 10
15 - 11
Spruce-Pine-Fir
#2
9 - 10
15 - 10
†
9-4
15 - 0
18 - 6
8 - 10
13 - 10
17 - 1
8-5
12 - 10
15 - 11
Spruce-Pine-Fir
#3/Stud
8-6
12 - 1
14 - 11
7 - 10
11 - 1
13 - 9
10 - 3
12 - 8
9-6
11 - 9
Spruce-Pine-Fir
Standard
Douglas Fir-Larch
SS
9-6
15 - 3
†
9-0
14 - 5
19 - 4
8-7
13 - 9
18 - 4
8-2
13 - 1
17 - 1
Douglas Fir-Larch
#1
9-2
14 - 1
17 - 5
8-8
12 - 11
16 - 0
8-3
12 - 0
14 - 9
7 - 10
11 - 1
13 - 9
Douglas Fir-Larch
#2
9-0
13 - 4
16 - 6
8-6
12 - 3
15 - 2
8-0
11 - 4
14 - 0
10 - 6
13 - 0
Douglas Fir-Larch
#3/Stud
10 - 0
12 - 4
9-2
11 - 4
8-6
10 - 6
7 - 10
9-9
Douglas Fir-Larch
Standard
Hem-Fir
SS
9-0
14 - 5
19 - 3
8-6
13 - 7
18 - 2
8-1
12 - 11
17 - 3
12 - 4
16 - 5
Hem-Fir
#1
8-9
13 - 11
17 - 3
8-4
12 - 9
15 - 10
7 - 11
11 - 10
14 - 7
11 - 0
13 - 7
#2
8-4
12 - 11
16 - 0
7 - 11
11 - 10
14 - 8
11 - 0
13 - 7
10 - 2
12 - 7
Hem-Fir
#3/Stud
9-9
12 - 0
8 - 11
11 - 0
8-3
10 - 2
9-6
Hem-Fir
Hem-Fir
Standard
24
Southern Pine
SS
9-4
15 - 0
†
8 - 10
14 - 2
18 - 11
8-5
13 - 6
18 - 0
8-0
12 - 10
17 - 2
Southern Pine
#1
9-2
14 - 8
19 - 8
8-8
13 - 11
18 - 1
8-3
13 - 2
16 - 8
7 - 10
12 - 7
15 - 6
Southern Pine
#2
9-0
13 - 10
17 - 5
8-6
12 - 8
16 - 0
8-1
11 - 9
14 - 9
10 - 11
13 - 9
Southern Pine
#3
10 - 6
13 - 1
9-8
12 - 0
8 - 11
11 - 1
8-3
10 - 3
Southern Pine
Stud
10 - 6
13 - 1
9-8
12 - 0
8 - 11
11 - 1
8-3
10 - 3
Southern Pine
Standard
Spruce-Pine-Fir
SS
8-9
14 - 1
18 - 9
8-4
13 - 4
17 - 9
7 - 11
12 - 8
16 - 8
12 - 0
15 - 6
Spruce-Pine-Fir
#1
8-7
13 - 2
16 - 3
8-1
12 - 1
14 - 11
11 - 2
13 - 9
10 - 4
12 - 9
Spruce-Pine-Fir
#2
8-7
13 - 2
16 - 3
8-1
12 - 1
14 - 11
11 - 2
13 - 9
10 - 4
12 - 9
Spruce-Pine-Fir
#3/Stud
9-9
12 - 0
8 - 11
11 - 0
8-3
10 - 2
9-6
Spruce-Pine-Fir
Standard
†
Allowable stud length exceeds 20 feet.
Lumber grade not available or allowable stud length is less than 7 ft. - 9 in. (for 8 ft. wall height).
a
Maximum stud lengths in Table A-3.20B are based on interior zone loads and assume that all studs are sheathed on the exterior with minimum of 3/8 inch wood structural panels
and on the interior with minimum sheathing material. Stud spacings shall be multiplied by 0.85 for framing located within 4 feet of corners to account for the additional end zone
loading requirements.
See Footnote 1.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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8/2/2003, 3:33 PM
101256503
248
PRESCRIPTIVE DESIGN
Footnote to Table A-3.20A and B
1
+
Maximum stud lengths in Tables 3.20A and B are based on wind loads. For dead and live loads, stud lengths shall be
limited to the requirements in the following table:
2x3
-
Loadbearing Studs
Supporting
2x4
2x5
2x6
Maximum Unsupported Stud Length (ft.)
10
10
10
2x8
10
Maximum Stud Spacing (in. o.c.)
Roof & Ceiling Only
-
24
24
24
24
1 Floor Only
-
24
24
24
24
Roof, Ceiling, & 1 Floor
Only
-
16
16
24
24
2 Floors Only
-
16
16
24
24
Roof, Ceiling, & 2 Floors
-
-
-
16
24
10
Non-loadbearing Studs
16
Maximum Unsupported Stud Length (ft.)
14
16
20
Maximum Stud Spacing (in. o.c.)
24
24
24
AMERICAN WOOD COUNCIL
20
24
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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C
WOOD FRAME CONSTRUCTION MANUAL
101256503
249
Table A-3.23A Header Spans for Exterior Loadbearing Walls Resisting Wind
Loads - Exposure C
Three Second Gust Wind
Speed (mph)
85
90
100
110
120
130
140
150
Maximum Header/Girder Spans for Common Lumber Species1,2,3,4,6
(ft.-in.)
2-2x4
6-0
5-8
5-1
2-2x6
7-2
6-9
6-1
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
4-7
4-3
3 - 11
3-8
3-5
5-6
5-1
4-8
4-4
4-1
2-2x8
7 - 10
7-5
6-8
6-1
5-7
5-2
4-9
4-6
2-2x10
8-8
8-3
7-5
6-9
6-2
5-8
5-3
4 - 11
2-2x12
9-2
8-8
7-9
7-1
6-6
6-0
5-7
5-2
3-2x8
9-8
9-1
8-2
7-5
6 - 10
6-4
5 - 10
5-6
3-2x10
10 - 8
10 - 1
9-1
8-3
7-7
7-0
6-6
6-0
3-2x12
11 - 2
10 - 7
9-6
8-8
7 - 11
7-4
6 - 10
6-4
4-2x8
11 - 2
10 - 6
9-6
8-7
7 - 11
7-3
6-9
6-4
4-2x10
12 - 4
11 - 7
10 - 6
9-6
8-9
8-1
7-6
7-0
4-2x12
12 - 11
12 - 3
11 - 0
10 - 0
9-2
8-6
7 - 10
7-4
Maximum Header/Girder Spans for Glued Laminated Beams1,2,3,5,6
¤
Size
(ft.-in.)
3x5.500
10 - 9
10 - 2
9-2
8-4
3x6.875
12 - 1
11 - 5
10 - 3
9-4
3x8.250
13 - 2
12 - 6
11 - 3
10 - 2
9-4
8-8
8-0
7-6
3x9.625
14 - 3
13 - 6
12 - 2
11 - 0
10 - 1
9-4
8-8
8-1
3x11.000
15 - 3
14 - 5
13 - 0
11 - 9
10 - 10
10 - 0
9-3
8-8
3x12.375
¤
15 - 3
13 - 9
12 - 6
11 - 6
10 - 7
9 - 10
9-2
3x13.750
¤
¤
14 - 6
13 - 2
12 - 1
11 - 2
10 - 4
9-8
3x15.125
¤
¤
15 - 2
13 - 10
12 - 8
11 - 8
10 - 10
10 - 2
3x16.500
¤
¤
15 - 11
14 - 5
13 - 3
12 - 3
11 - 4
10 - 7
3x17.875
¤
¤
¤
15 - 0
13 - 9
12 - 9
11 - 10
11 - 0
3x19.250
¤
¤
¤
15 - 7
14 - 4
13 - 2
12 - 3
11 - 5
3x20.625
¤
¤
¤
¤
14 - 10
13 - 8
12 - 8
11 - 10
3x22.000
¤
¤
¤
¤
15 - 3
14 - 1
13 - 1
12 - 3
3x23.375
¤
¤
¤
¤
15 - 9
14 - 6
13 - 6
12 - 7
3x24.750
¤
¤
¤
¤
¤
15 - 0
13 - 11
13 - 0
5x5.500
¤
¤
14 - 11
13 - 6
12 - 5
11 - 5
10 - 8
9 - 11
5x6.875
¤
¤
¤
15 - 1
13 - 10
12 - 10
11 - 11
11 - 1
5x8.250
¤
¤
¤
¤
15 - 2
14 - 0
13 - 0
12 - 2
¤
15 - 2
14 - 1
13 - 1
(ft.-in.)
(ft.-in.)
(ft.-in.)
¤
¤
¤
¤
5x9.625
Maximum allowable header/girder spans are limited to 16 feet.
(ft.-in.)
(ft.-in.)
(ft.-in.)
7-8
7-1
6-7
6-1
8-7
7 - 11
7-4
6 - 10
(ft.-in.)
1
Tabulated header spans shall be permitted to be divided by 0.96, for framing not located within 8 feet
of building corners.
2
Tabulated spans assume a building located in Exposure C.
The number of jack studs required at each end of the header shall be determined from Table 3.22F.
3
4
5
6
3
PRESCRIPTIVE DESIGN
Size
Tabulated values are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater
Fb and E from the Supplement (i.e., Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir).
Tabulated spans assume 24F combination glulam with a minimum Fby = 1,250 psi.
The number of full height studs required at each end of the header shall be determined in accordance
with Table 3.23C.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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PRESCRIPTIVE DESIGN
+
Table A-3.23B Header Spans for Exterior Non-Loadbearing Walls and Window
Sill Plate Spans Resisting Wind Loads - Exposure C
Three Second Gust Wind Speed
(mph)
85
90
100
110
120
130
140
150
Maximum Header/Girder Spans for Common Lumber Species1,2,3,4,5
1
2
3
4
5
Size
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
(ft.-in.)
1-2x4 (flat)
6-2
5 - 10
5-3
4-9
1-2x6 (flat)
9-0
8-6
7-8
7-0
2-2x4 (flat)
9-2
8-8
7-9
7-1
(ft.-in.)
(ft.-in.)
(ft.-in.)
4-4
4-0
3-9
3-6
6-5
5 - 11
5-6
5-1
6-6
6-0
5-7
5-2
2-2x6 (flat)
13 - 4
12 - 8
11 - 4
10 - 4
9-6
8-9
8-1
7-7
Tabulated header spans shall be permitted to be divided by 0.96 for framing not located within 8 feet of building corners.
Tabulated spans assume a building located in Exposure C.
Tabulated header spans are based on 10 foot wall heights. For other wall heights, H, the tabulated header spans shall be divided
by (H/10)1/2.
Tabulated values are based on #2 Grade Hem-Fir, and are applicable to species with equal or greater Fb and E from the
Supplement (i.e., Douglas Fir-Larch, Southern Pine, or Spruce-Pine-Fir).
The number of full height studs required at each end of the header shall be determined in accordance with Table 3.23C.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
WFCMC3C.pmd
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251
SUPPLEMENT
List of Sawn Lumber Grading Agencies ........................................................ 252
List of Sawn Lumber Species Combinations ................................................. 253
Section Properties of Sawn Lumber and Glued Laminated Timber .............. 256
Table 1A Nominal and Minimum Dressed Sizes of Sawn Lumber ............... 257
S
Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber ....... 258
Table 1C Section Properties of Western Species Glued Laminated Timber ....... 260
Table 1D Section Properties of Southern Pine Glued Laminated Timber ..... 266
Table 2A Maximum Spans and Allowable Total Uniform Loads for
Floor Sheathing .............................................................................. 271
Table 2B Maximum Spans and Allowable Total Uniform Loads for
Roof Sheathing ............................................................................... 271
Table 2C Shear Capacities for Horizontal Diaphragm Assemblies ............... 272
Table 3A Maximum Wall Sheathing Spans ................................................... 273
Table 3B Design Criteria to Determine Shear Capacities for
Shearwall Materials ........................................................................ 274
Table 3C Shear Capacities for Shearwall Assembies ..................................... 277
Table 4A Base Design Values for Visually Graded Dimension Lumber
(All species except Southern Pine — see Table 4B) ...................... 281
Table 4B Design Values for Visually Graded Southern Pine Dimension
Lumber ........................................................................................... 288
Table 4C Design Values for Mechanically Graded Dimension Lumber ........ 292
Table 4D Design Values for Visually Graded Timbers .................................. 295
Table 4E Design Values for Visually Graded Decking .................................. 301
Table 5A Design Values for Structural Glued Laminated Softwood Timber
(Members stressed primarily in bending) ....................................... 305
Table 5B Design Values for Structural Glued Laminated Softwood Timber
(Members stressed primarily in axial tension or compression) ...... 311
Table 5C Design Values for Structural Glued Laminated Hardwood
Timber ............................................................................................ 315
Table 6A Common Wire Nail Design Values for Single Shear
Connections for Wind Design ........................................................ 316
Table 6B Box Nail Design for Single Shear Connection for Wind Design ... 317
Table 7A Common Wire Nail Withdrawal Design Values for Wind
Design ............................................................................................. 318
Table 7B Box Nail Withdrawal Design Values for Wind Design .................. 319
Table 8
Specific Gravity for Solid Sawn Lumber ....................................... 320
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
List of Sawn Lumber Grading Agencies
Following is a list of agencies certified by the American Lumber Standards Committee Board of Review (as of
1997) for inspection and grading of untreated lumber under the rules indicated. For the most up-to-date list of certified
agencies write to:
American Lumber Standards Committee
P.O. Box 210
Germantown, Maryland 20874
Rules for which grading
is authorized
Rules Writing Agencies
Northeastern Lumber Manufacturers Association (NELMA) .................................................................. NELMA,NLGA
272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021
Northern Softwood Lumber Bureau (NSLB) ....................................................................NSLB,WCLIB,WWPA,NLGA
272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021
Redwood Inspection Service (RIS) ...................................................................................................RIS,WCLIB,WWPA
405 Enfrente Drive, Suite 200, Novato, California 94949
Southern Pine Inspection Bureau (SPIB) ............................................................ SPIB,NELMA, NLGA, NSLB, WWPA
4709 Scenic Highway, Pensacola, Florida 32504
West Coast Lumber Inspection Bureau (WCLIB) ............................................................... WCLIB,RIS,WWPA,NLGA
6980 SW Varnes Road, P.O. Box 23145, Portland, Oregon 97223
Western Wood Products Association (WWPA) .................................................................... WWPA,WCLIB,NLGA,RIS
522 S.W. 5th Avenue, Yeon Building, Portland, OR 97204
National Lumber Grades Authority (NLGA)
406, First Capital Place, 960 Quayside Dr., New Westminster, BC, Canada V3M 6G2
Non-Rules Writing Agencies
California Lumber Inspection Service ................................................................................. RIS,WCLIB,WWPA,NLGA
Pacific Lumber Inspection Bureau, Inc ................................................................................ RIS,WCLIB,WWPA,NLGA
Renewable Resource Associates, Inc. ................................................. NELMA, NLGA, NSLB, SBIP, WCLIB, WWPA
Timber Products Inspection ..................................................................................................... RIS,SPIB,WCLIB,WWPA
NELMA,NSLB,NLGA
Alberta Forest Products Association ....................................................................................................................... NLGA
Canadian Lumbermen’s Association ....................................................................................................................... NLGA
Canadian Mill Services Association ........................................................................................................................ NLGA
Canadian Softwood Inspection Agency, Inc. ........................................................................................................... NLGA
Cariboo Lumber Manufacturers Association .......................................................................................................... NLGA
Central Forest Products Association........................................................................................................................ NLGA
Coniferous Lumber Inspection Bureau ................................................................................................................... NLGA
Council of Forest Industries of British Columbia ................................................................................................... NLGA
Interior Lumber Manufacturers Association ........................................................................................................... NLGA
Macdonald Inspection ............................................................................................................................................. NLGA
Maritime Lumber Bureau ........................................................................................................................................ NLGA
Newfoundland Lumber Producers Association ....................................................................................................... NLGA
Northern Forest Products Association ..................................................................................................................... NLGA
Ontario Lumber Manufacturers Association ........................................................................................................... NLGA
Pacific Lumber Inspection Bureau .......................................................................................................................... NLGA
Quebec Lumber Manufacturers Association ........................................................................................................... NLGA
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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253
List of Sawn Lumber Species Combinations
Species or Species
Combination
Aspen
Species That May Be
Included in Combination
Big Tooth Aspen
Quaking Aspen
Grading
Rules Agencies
NELMA
NSLB
WWPA
Balsam Fir
Beech-Birch-Hickory
NELMA
NSLB
NELMA
American Beech
Bitternut Hickory
Mockernut Hickory
Nutmeg Hickory
Pecan Hickory
Pignut Hickory
Shagbark Hickory
Shellbark Hickory
Sweet Birch
Water Hickory
Yellow Birch
Douglas
Western
Douglas
Western
Douglas Fir-Larch (North)
Fir
Larch
Fir
Larch
Douglas Fir-South
Eastern Hemlock
Eastern Hemlock-Balsam Fir
Eastern Hemlock-Tamarack
Eastern Hemlock-Tamarack (North)
Eastern Softwoods
Eastern Hemlock
Balsam Fir
Tamarack
Eastern Hemlock
Tamarack
Eastern Hemlock
Tamarack
Balsam Fir
Black Spruce
Eastern Hemlock
Eastern White Pine
Jack Pine
Norway (Red) Pine
Pitch Pine
Red Spruce
Tamarack
White Spruce
Black Spruce
Red Spruce
White Spruce
Eastern Spruce
2A, 4A, 4D
S
Amabilis Fir
Coast Sitka Spruce
Douglas Fir
Western Hemlock
Western Larch
Cottonwood
Douglas Fir-Larch
2A, 4D, 4E
NLGA
NLGA
2A, 4D, 4E
2A, 4E
NSLB
WCLIB
WWPA
NLGA
2A, 4A
2A, 4A, 4C, 4D, 4E
WWPA
NELMA
NSLB
NELMA
2A, 4A, 4C, 4D, 4E
2A, 4D
2A, 4A, 4C, 4D, 4E
2A, 4A
NELMA
NSLB
NLGA
2A, 4A, 4D, 4E
NELMA
NSLB
2A, 4A
NELMA
NSLB
2A, 4D, 4E
AMERICAN FOREST & PAPER ASSOCIATION
SUPPLEMENT
Coast Sitka Spruce
Coast Species
Design Values
Provided in Tables
2A, 4A
2A, 4D, 4E
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
List of Sawn Lumber Species Combinations (Cont.)
Species or Species
Combination
Eastern White Pine
Species That May Be
Included in Combination
Eastern White Pine (North)
Hem-Fir
Grading
Rules Agencies
NELMA
NSLB
Design Values
Provided in Tables
2A, 4A, 4D, 4E
NLGA
WCLIB
WWPA
2A, 4E
2A, 4A, 4C, 4D, 4E
NLGA
2A, 4A, 4C, 4D, 4E
NELMA
2A, 4A, 4D
NELMA
2A, 4A, 4D
SPIB
2A, 4B, 4C, 4D
WCLIB
NELMA
NSLB
2A, 4D
2A, 4D, 4E
NELMA
2A, 4A, 4D
NLGA
2A, 4A, 4C, 4E
Northern White Cedar
Ponderosa Pine
NELMA
NLGA
2A, 4A, 4D, 4E
2A, 4D, 4E
Red Maple
Red Oak
NELMA
NELMA
2A, 4A, 4D
2A, 4A, 4D
NLGA
RIS
WCLIB
2A, 4D, 4E
2A, 4A, 4D, 4E
2A, 4D, 4E
Hem-Fir (North)
Mixed Maple
California Red Fir
Grand Fir
Noble Fir
Pacific Silver Fir
Western Hemlock
White Fir
Amabilis Fir
Western Hemlock
Black Maple
Red Maple
Silver Maple
Sugar Maple
All Oak Species
graded under NELMA rules
Any species in the Southern
Pine species combination, plus
either or both of the following:
Pond Pine
Virginia Pine
Mixed Oak
Mixed Southern Pine
Mountain Hemlock
Northern Pine
Jack Pine
Norway (Red) Pine
Pitch Pine
Black Oak
Northern Red Oak
Pin Oak
Scarlet Oak
All softwood species graded
under NLGA rules except
Red Adler and White Birch
Northern Red Oak
Northern Species
Black Oak
Cherrybark Oak
Laurel Oak
Northern Red Oak
Pin Oak
Scarlet Oak
Southern Red Oak
Water Oak
Willow Oak
Red Pine
Redwood
Sitka Spruce
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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255
List of Sawn Lumber Species Combinations (Cont.)
Species or Species
Combination
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir (South)
Western Cedars
Western Cedars (North)
Western
Western
Western
Western
Hemlock
Hemlock (North)
White Pine
Woods
White Oak
Grading
Rules Agencies
SPIB
NLGA
Design Values
Provided in Tables
2A, 4B, 4C, 4D, 4E
2A, 4A, 4C, 4D, 4E
S
Balsam Fir
Black Spruce
Engelmann Spruce
Jack Pine
Lodgepole Pine
Norway (Red) Pine
Red Spruce
Sitka Spruce
White Spruce
Alaska Cedar
Incense Cedar
Port Orford Cedar
Western Red Cedar
Pacific Coast Yellow Cedar
Western Red Cedar
Any species in the Douglas
Fir-Larch, Douglas Fir-South,
Hem-Fir, and Spruce-Pine-Fir
(South) species combinations,
plus any or all of the
following:
Alpine Fir
Idaho White Pine
Mountain Hemlock
Ponderosa Pine
Sugar Pine
Bur Oak
Chestnut Oak
Live Oak
Overcup Oak
Post Oak
Swamp Chestnut Oak
Swamp White Oak
White Oak
Yellow Poplar
NELMA
NSLB
WCLIB
WWPA
2A, 4A, 4C, 4D, 4E
WCLIB
WWPA
2A, 4A, 4C, 4D, 4E
NLGA
2A, 4D, 4E
WCLIB
NLGA
NLGA
WCLIB
WWPA
2A,
2A,
2A,
2A,
NELMA
2A, 4A, 4D
NSLB
2A, 4A
AMERICAN FOREST & PAPER ASSOCIATION
4D,
4D,
4D,
4A,
SUPPLEMENT
Species That May Be
Included in Combination
Loblolly Pine
Longleaf Pine
Shortleaf Pine
Slash Pine
Alpine Fir
Balsam Fir
Black Spruce
Engelmann Spruce
Jack Pine
Lodgepole Pine
Red Spruce
White Spruce
4E
4E
4E
4C, 4D, 4E
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Section Properties of Sawn Lumber and Glued
Laminated Timber
Standard Sizes of Sawn Lumber
Details regarding the dressed sizes of various species
of lumber in the grading rules of the agencies which formulate and maintain such rules. The dressed sizes in Table
1A conform to the sizes set forth in U.S. Department of
Commerce Voluntary Product Standard PS 20-94 (American Softwood Lumber Standard). While these sizes are
generally available on a commercial basis, it is good practice to consult the local lumber dealer to determine what
sizes are on hand or can be readily secured.
Dry lumber is defined as lumber which has been seasoned to a moisture content of 19 percent or less. Green
lumber is defined as lumber having a moisture content in
excess of 19 percent.
MOMENT OF INERTIA, I, of the cross section of a
beam is the sum of the products of each of its elementary
areas multiplied by the square of their distance from the
neutral axis of the section.
SECTION MODULUS, S, is the moment of inertia
divided by the distance from the neutral axis to the extreme fiber of the section.
CROSS SECTION is a section taken through the
member perpendicular to its longitudinal axis.
The following symbols and formulas apply to rectangular beam cross sections:
X-X = neutral axis for edgewise bending (load
applied to narrow face)
Y-Y = neutral axis for flatwise bending (load
applied to wide face)
Properties of Standard Dressed
Sizes
b = breadth of rectangular bending member, inches
d = depth of rectangular bending member, inches
A = bd = area of cross section, in.2
Certain mathematical expressions of the properties or
elements of sections are used in design calculations for
various member shapes and loading conditions. The section properties for selected standard sizes of boards,
dimension lumber and timbers are given in Table 1B.
Section properties for selected standard sizes of glued
laminated timber are given in Table 1C.
c = distance from neutral axis to extreme fiber of
cross section, inches
Ix = bd3/12 = moment of inertia about the X-X axis,
in.4
Iy = db3/12 = moment of inertia about the Y-Y axis,
in.4
Definitions
rx =
NEUTRAL AXIS, in the cross section of a beam, is
the line on which there is neither tension nor compression
stress.
I x / A = d / 12 = radius of gyration about the XX axis, inches
ry =
I y / A = b / 12 = radius of gyration about
the Y-Y axis, inches
Sx = Ix/c = bd2/6 = section modulus about the X-X
Figure 1A Dimensions for Rectangular
Cross Section
axis, in.3
Sy = Iy/c = db2/6 = section modulus about the Y-Y
y
b
axis, in.3
y
b
The following formula shall be used to determine the
density in lb./ft.3 of wood:
d
d
x
x
x
x
density =

  m.c. 
G
62.4 
 1 +

1 + G(0.009)( m.c.)   100 
where:
y
y
Glued Laminated Timber
G = specific gravity of wood (see NDS Table 8A)
Sawn Lumber
m.c. = moisture content of wood, %
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 1A
257
Nominal and Minimum Dressed Sizes of Sawn Lumber
Thickness (inches)
Face Widths (inches)
Minimum Dressed
Item
Boards
Minimum Dressed
Dry
Green
Nominal
Dry
Green
1
1-1/4
1-1/2
3/4
1
1-1/4
25/32
1-1/32
1-9/32
2
3
4
5
6
7
8
9
10
11
12
14
16
1-1/2
2-1/2
3-1/2
4-1/2
5-1/2
6-1/2
7-1/4
8-1/4
9-1/4
10-1/4
11-1/4
13-1/4
15-1/4
1-9/16
2-9/16
3-9/16
4-5/8
5-5/8
6-5/8
7-1/2
8-1/2
9-1/2
10-1/2
11-1/2
13-1/2
15-1/2
2
3
4
5
6
8
10
12
14
16
1-1/2
2-1/2
3-1/2
4-1/2
5-1/2
7-1/4
9-1/4
11-1/4
13-1/4
15-1/4
1-9/16
2-9/16
3-9/16
4-5/8
5-5/8
7-1/2
9-1/2
11-1/2
13-1/2
15-1/2
Dimension
Lumber
2
2-1/2
3
3-1/2
4
4-1/2
1-1/2
2
2-1/2
3
3-1/2
4
Timbers
5&
thicker
—
1-9/16
2-1/16
2-9/16
3-1/16
3-9/16
4-1/16
1/2 off
5&
wider
AMERICAN FOREST & PAPER ASSOCIATION
—
S
SUPPLEMENT
Nominal
1/2 off
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 1B
SUPPLEMENT
Section Properties of Standard Dressed (S4S) Sawn Lumber
X-X Axis
Y-Y Axis
Standard
Dressed
Size (S4S)
b×d
inches × inches
Area
of
Section
A
in.2
Section
Modulus
Sx
in.3
Moment
of
Inertia
Ix
in.4
Section
Modulus
Sy
in.3
Moment
of
Inertia
Iy
in.4
1×3
1× 4
1× 6
1× 8
1 × 10
1 × 12
3/4 × 2-1/2
3/4 × 3-1/2
3/4 × 5-1/2
3/4 × 7-1/4
3/4 × 9-1/4
3/4 × 11-1/4
1.875
2.625
4.125
5.438
6.938
8.438
0.781
1.531
3.781
6.570
10.70
15.82
0.977
2.680
10.40
23.82
49.47
88.99
0.234
0.328
0.516
0.680
0.867
1.055
2× 3
2× 4
2× 5
2× 6
2× 8
2 × 10
2 × 12
2 × 14
1-1/2 × 2-1/2
1-1/2 × 3-1/2
1-1/2 × 4-1/2
1-1/2 × 5-1/2
1-1/2 × 7-1/4
1-1/2 × 9-1/4
1-1/2 × 11-1/4
1-1/2 × 13-1/4
3.750
5.250
6.750
8.250
10.88
13.88
16.88
19.88
1.563
3.063
5.063
7.563
13.14
21.39
31.64
43.89
1.953
5.359
11.39
20.80
47.63
98.93
178.0
290.8
3× 4
3× 5
3× 6
3× 8
3 × 10
3 × 12
3 × 14
3 × 16
2-1/2 × 3-1/2
2-1/2 × 4-1/2
2-1/2 × 5-1/2
2-1/2 × 7-1/4
2-1/2 × 9-1/4
2-1/2 × 11-1/4
2-1/2 × 13-1/4
2-1/2 × 15-1/4
8.750
11.25
13.75
18.13
23.13
28.13
33.13
38.13
5.104
8.438
12.60
21.90
35.65
52.73
73.15
96.90
4× 4
4× 5
4× 6
4× 8
4 × 10
4 × 12
4 × 14
4 × 16
3-1/2 × 3-1/2
3-1/2 × 4-1/2
3-1/2 × 5-1/2
3-1/2 × 7-1/4
3-1/2 × 9-1/4
3-1/2 × 11-1/4
3-1/2 × 13-1/4
3-1/2 × 15-1/4
12.25
15.75
19.25
25.38
32.38
39.38
46.38
53.38
5× 5
4-1/2 × 4-1/2
6× 6
6× 8
6 × 10
6 × 12
6 × 14
6 × 16
6 × 18
6 × 20
6 × 22
6 × 24
5-1/2 × 5-1/2
5-1/2 × 7-1/2
5-1/2 × 9-1/2
5-1/2 × 11-1/2
5-1/2 × 13-1/2
5-1/2 × 15-1/2
5-1/2 × 17-1/2
5-1/2 × 19-1/2
5-1/2 × 21-1/2
5-1/2 × 23-1/2
8× 8
8 × 10
8 × 12
8 × 14
8 × 16
8 × 18
8 × 20
8 × 22
8 × 24
10 × 10
10 × 12
10 × 14
10 × 16
10 × 18
10 × 20
10 × 22
10 × 24
Nominal
Size
b×d
Approximate weight in pounds per linear foot (lb./ft.)
of piece when density of wood equals:
25 lb./ft.3
30 lb./ft.3
35 lb./ft.3
40 lb./ft.3
45 lb./ft.3
50 lb./ft.3
0.088
0.123
0.193
0.255
0.325
0.396
0.326
0.456
0.716
0.944
1.204
1.465
0.391
0.547
0.859
1.133
1.445
1.758
0.456
0.638
1.003
1.322
1.686
2.051
0.521
0.729
1.146
1.510
1.927
2.344
0.586
0.820
1.289
1.699
2.168
2.637
0.651
0.911
1.432
1.888
2.409
2.930
0.938
1.313
1.688
2.063
2.719
3.469
4.219
4.969
0.703
0.984
1.266
1.547
2.039
2.602
3.164
3.727
0.651
0.911
1.172
1.432
1.888
2.409
2.930
3.451
0.781
1.094
1.406
1.719
2.266
2.891
3.516
4.141
0.911
1.276
1.641
2.005
2.643
3.372
4.102
4.831
1.042
1.458
1.875
2.292
3.021
3.854
4.688
5.521
1.172
1.641
2.109
2.578
3.398
4.336
5.273
6.211
1.302
1.823
2.344
2.865
3.776
4.818
5.859
6.901
8.932
18.98
34.66
79.39
164.9
296.6
484.6
738.9
3.646
4.688
5.729
7.552
9.635
11.72
13.80
15.89
4.557
5.859
7.161
9.440
12.04
14.65
17.25
19.86
1.519
1.953
2.387
3.147
4.015
4.883
5.751
6.619
1.823
2.344
2.865
3.776
4.818
5.859
6.901
7.943
2.127
2.734
3.342
4.405
5.621
6.836
8.051
9.266
2.431
3.125
3.819
5.035
6.424
7.813
9.201
10.59
2.734
3.516
4.297
5.664
7.227
8.789
10.35
11.91
3.038
3.906
4.774
6.293
8.030
9.766
11.50
13.24
7.146
11.81
17.65
30.66
49.91
73.83
102.4
135.7
12.51
26.58
48.53
111.1
230.8
415.3
678.5
1034
7.146
9.188
11.23
14.80
18.89
22.97
27.05
31.14
12.51
16.08
19.65
25.90
33.05
40.20
47.34
54.49
2.127
2.734
3.342
4.405
5.621
6.836
8.051
9.266
2.552
3.281
4.010
5.286
6.745
8.203
9.661
11.12
2.977
3.828
4.679
6.168
7.869
9.570
11.27
12.97
3.403
4.375
5.347
7.049
8.993
10.94
12.88
14.83
3.828
4.922
6.016
7.930
10.12
12.30
14.49
16.68
4.253
5.469
6.684
8.811
11.24
13.67
16.10
18.53
20.25
15.19
34.17
15.19
34.17
3.516
4.219
4.922
5.625
6.328
7.031
30.25
41.25
52.25
63.25
74.25
85.25
96.25
107.3
118.3
129.3
27.73
51.56
82.73
121.2
167.1
220.2
280.7
348.6
423.7
506.2
76.26
193.4
393.0
697.1
1128
1707
2456
3398
4555
5948
27.73
37.81
47.90
57.98
68.06
78.15
88.23
98.31
108.4
118.5
76.26
104.0
131.7
159.4
187.2
214.9
242.6
270.4
298.1
325.8
5.252
7.161
9.071
10.98
12.89
14.80
16.71
18.62
20.53
22.44
6.302
8.594
10.89
13.18
15.47
17.76
20.05
22.34
24.64
26.93
7.352
10.03
12.70
15.37
18.05
20.72
23.39
26.07
28.74
31.41
8.403
11.46
14.51
17.57
20.63
23.68
26.74
29.79
32.85
35.90
9.453
12.89
16.33
19.77
23.20
26.64
30.08
33.52
36.95
40.39
10.50
14.32
18.14
21.96
25.78
29.60
33.42
37.24
41.06
44.88
7-1/2 × 7-1/2
7-1/2 × 9-1/2
7-1/2 × 11-1/2
7-1/2 × 13-1/2
7-1/2 × 15-1/2
7-1/2 × 17-1/2
7-1/2 × 19-1/2
7-1/2 × 21-1/2
7-1/2 × 23-1/2
56.25
71.25
86.25
101.3
116.3
131.3
146.3
161.3
176.3
70.31
112.8
165.3
227.8
300.3
382.8
475.3
577.8
690.3
263.7
535.9
950.5
1538
2327
3350
4634
6211
8111
70.31
89.06
107.8
126.6
145.3
164.1
182.8
201.6
220.3
263.7
334.0
404.3
474.6
544.9
615.2
685.5
755.9
826.2
9.766
12.37
14.97
17.58
20.18
22.79
25.39
27.99
30.60
11.72
14.84
17.97
21.09
24.22
27.34
30.47
33.59
36.72
13.67
17.32
20.96
24.61
28.26
31.90
35.55
39.19
42.84
15.63
19.79
23.96
28.13
32.29
36.46
40.63
44.79
48.96
17.58
22.27
26.95
31.64
36.33
41.02
45.70
50.39
55.08
19.53
24.74
29.95
35.16
40.36
45.57
50.78
55.99
61.20
9-1/2 × 9-1/2
9-1/2 × 11-1/2
9-1/2 × 13-1/2
9-1/2 × 15-1/2
9-1/2 × 17-1/2
9-1/2 × 19-1/2
9-1/2 × 21-1/2
9-1/2 × 23-1/2
90.25
109.3
128.3
147.3
166.3
185.3
204.3
223.3
142.9
209.4
288.6
380.4
484.9
602.1
731.9
874.4
678.8
1204
1948
2948
4243
5870
7868
10270
142.9
173.0
203.1
233.1
263.2
293.3
323.4
353.5
678.8
821.7
964.5
1107
1250
1393
1536
1679
15.67
18.97
22.27
25.56
28.86
32.16
35.46
38.76
18.80
22.76
26.72
30.68
34.64
38.59
42.55
46.51
21.94
26.55
31.17
35.79
40.41
45.03
49.64
54.26
25.07
30.35
35.63
40.90
46.18
51.46
56.74
62.01
28.20
34.14
40.08
46.02
51.95
57.89
63.83
69.77
31.34
37.93
44.53
51.13
57.73
64.32
70.92
77.52
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 1B
Section Properties of Standard Dressed (S4S) Sawn Lumber (Cont.)
X-X Axis
Y-Y Axis
Area
of
Section
A
in.2
Section
Modulus
Sx
in.3
Moment
of
Inertia
Ix
in.4
Section
Modulus
Sy
in.3
Moment
of
Inertia
Iy
in.4
12 × 12
12 × 14
12 × 16
12 × 18
12 × 20
12 × 22
12 × 24
11-1/2 × 11-1/2
11-1/2 × 13-1/2
11-1/2 × 15-1/2
11-1/2 × 17-1/2
11-1/2 × 19-1/2
11-1/2 × 21-1/2
11-1/2 × 23-1/2
132.3
155.3
178.3
201.3
224.3
247.3
270.3
253.5
349.3
460.5
587.0
728.8
886.0
1058
1458
2358
3569
5136
7106
9524
12440
253.5
297.6
341.6
385.7
429.8
473.9
518.0
14 × 14
14 × 16
14 × 18
14 × 20
14 × 22
14 × 24
13-1/2 × 13-1/2
13-1/2 × 15-1/2
13-1/2 × 17-1/2
13-1/2 × 19-1/2
13-1/2 × 21-1/2
13-1/2 × 23-1/2
182.3
209.3
236.3
263.3
290.3
317.3
410.1
540.6
689.1
855.6
1040
1243
2768
4189
6029
8342
11180
14600
16 × 16
16 × 18
16 × 20
16 × 22
16 × 24
15-1/2 × 15-1/2
15-1/2 × 17-1/2
15-1/2 × 19-1/2
15-1/2 × 21-1/2
15-1/2 × 23-1/2
240.3
271.3
302.3
333.3
364.3
620.6
791.1
982.3
1194
1427
18 × 18
18 × 20
18 × 22
18 × 24
17-1/2 × 17-1/2
17-1/2 × 19-1/2
17-1/2 × 21-1/2
17-1/2 × 23-1/2
306.3
341.3
376.3
411.3
20 × 20
20 × 22
20 × 24
19-1/2 × 19-1/2
19-1/2 × 21-1/2
19-1/2 × 23-1/2
22 × 22
22 × 24
24 × 24
Approximate weight in pounds per linear foot (lb./ft.)
of piece when density of wood equals:
25 lb./ft.3
30 lb./ft.3
35 lb./ft.3
40 lb./ft.3
45 lb./ft.3
50 lb./ft.3
1458
1711
1964
2218
2471
2725
2978
22.96
26.95
30.95
34.94
38.93
42.93
46.92
27.55
32.34
37.14
41.93
46.72
51.51
56.30
32.14
37.73
43.32
48.91
54.51
60.10
65.69
36.74
43.13
49.51
55.90
62.29
68.68
75.07
41.33
48.52
55.70
62.89
70.08
77.27
84.45
45.92
53.91
61.89
69.88
77.86
85.85
93.84
410.1
470.8
531.6
592.3
653.1
713.8
2768
3178
3588
3998
4408
4818
31.64
36.33
41.02
45.70
50.39
55.08
37.97
43.59
49.22
54.84
60.47
66.09
44.30
50.86
57.42
63.98
70.55
77.11
50.63
58.13
65.63
73.13
80.63
88.13
56.95
65.39
73.83
82.27
90.70
99.14
63.28
72.66
82.03
91.41
100.8
110.2
4810
6923
9578
12840
16760
620.6
700.7
780.8
860.9
941.0
4810
5431
6051
6672
7293
41.71
47.09
52.47
57.86
63.24
50.05
56.51
62.97
69.43
75.89
58.39
65.93
73.46
81.00
88.53
66.74
75.35
83.96
92.57
101.2
75.08
84.77
94.45
104.1
113.8
83.42
94.18
104.9
115.7
126.5
893.2
1109
1348
1611
7816
10810
14490
18930
893.2
995.3
1097
1199
7816
8709
9602
10500
53.17
59.24
65.32
71.40
63.80
71.09
78.39
85.68
74.44
82.94
91.45
99.96
85.07
94.79
104.5
114.2
95.70
106.6
117.6
128.5
106.3
118.5
130.6
142.8
380.3
419.3
458.3
1236
1502
1795
12050
16150
21090
1236
1363
1489
12050
13280
14520
66.02
72.79
79.56
79.22
87.34
95.47
92.42
101.9
111.4
105.6
116.5
127.3
118.8
131.0
143.2
132.0
145.6
159.1
21-1/2 × 21-1/2
21-1/2 × 23-1/2
462.3
505.3
1656
1979
17810
23250
1656
1810
17810
19460
80.25
87.72
96.30
105.3
112.4
122.8
128.4
140.3
144.5
157.9
160.5
175.4
23-1/2 × 23-1/2
552.3
2163
25420
2163
25420
95.88
115.1
134.2
153.4
172.6
191.8
AMERICAN FOREST & PAPER ASSOCIATION
S
SUPPLEMENT
Standard
Dressed
Size (S4S)
b×d
inches × inches
Nominal
Size
b×d
259
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
259
1/12/02, 3:30 PM
101256503
260
SUPPLEMENT
Table 1C
Depth
d (in.)
Section Properties of Western Species Glued Laminated Timber
Area
A (in.2)
Ix (in.4)
6
7-1/2
9
10-1/2
12
13-1/2
15
16-1/2
18
19-1/2
21
15.00
18.75
22.50
26.25
30.00
33.75
37.50
41.25
45.00
48.75
52.50
45.00
87.89
151.9
241.2
360.0
512.6
703.1
935.9
1215
1545
1929
6
7-1/2
9
10-1/2
12
13-1/2
15
16-1/2
18
19-1/2
21
22-1/2
24
18.00
22.50
27.00
31.50
36.00
40.50
45.00
49.50
54.00
58.50
63.00
67.50
72.00
54.00
105.5
182.3
289.4
432.0
615.1
843.8
1123
1458
1854
2315
2848
3456
6
7-1/2
9
10-1/2
12
13-1/2
15
16-1/2
18
19-1/2
21
22-1/2
24
18.75
23.44
28.13
32.81
37.50
42.19
46.88
51.56
56.25
60.94
65.63
70.31
75.00
56.25
109.9
189.8
301.5
450.0
640.7
878.9
1170
1519
1931
2412
2966
3600
X-X Axis
Sx (in.3)
2-1/2 in. Width
15.00
23.44
33.75
45.94
60.00
75.94
93.75
113.4
135.0
158.4
183.8
3 in. Width
18.00
28.13
40.50
55.13
72.00
91.13
112.5
136.1
162.0
190.1
220.5
253.1
288.0
3-1/8 in. Width
18.75
29.30
42.19
57.42
75.00
94.92
117.2
141.8
168.8
198.0
229.7
263.7
300.0
Y-Y Axis
Iy (in.4)
rx (in.)
Sy (in.3)
(ry = 0.722 in.)
7.813
6.250
9.766
7.813
11.72
9.375
13.67
10.94
15.63
12.50
17.58
14.06
19.53
15.63
21.48
17.19
23.44
18.75
25.39
20.31
27.34
21.88
(ry = 0.866 in.)
13.50
9.000
16.88
11.25
20.25
13.50
23.63
15.75
27.00
18.00
30.38
20.25
33.75
22.50
37.13
24.75
40.50
27.00
43.88
29.25
47.25
31.50
50.63
33.75
54.00
36.00
(ry = 0.902 in.)
15.26
9.766
19.07
12.21
22.89
14.65
26.70
17.09
30.52
19.53
34.33
21.97
38.15
24.41
41.96
26.86
45.78
29.30
49.59
31.74
53.41
34.18
57.22
36.62
61.04
39.06
1.732
2.165
2.598
3.031
3.464
3.897
4.330
4.763
5.196
5.629
6.062
1.732
2.165
2.598
3.031
3.464
3.897
4.330
4.763
5.196
5.629
6.062
6.495
6.928
1.732
2.165
2.598
3.031
3.464
3.897
4.330
4.763
5.196
5.629
6.062
6.495
6.928
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
260
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 1C
Depth
d (in.)
261
Section Properties of Western Species Glued Laminated Timber (Cont.)
Area
A (in.2)
Ix (in.4)
30.00
37.50
45.00
52.50
60.00
67.50
75.00
82.50
90.00
97.50
105.0
112.5
120.0
127.5
135.0
142.5
150.0
157.5
165.0
172.5
180.0
90.00
175.8
303.8
482.3
720.0
1025
1406
1872
2430
3090
3859
4746
5760
6909
8201
9645
11250
13020
14970
17110
19440
6
7-1/2
9
10-1/2
12
13-1/2
15
16-1/2
18
19-1/2
21
22-1/2
24
25-1/2
27
28-1/2
30
31-1/2
33
34-1/2
36
30.75
38.44
46.13
53.81
61.50
69.19
76.88
84.56
92.25
99.94
107.6
115.3
123.0
130.7
138.4
146.1
153.8
161.4
169.1
176.8
184.5
92.25
180.2
311.3
494.4
738.0
1051
1441
1919
2491
3167
3955
4865
5904
7082
8406
9887
11530
13350
15350
17540
19930
5 in. Width
30.00
46.88
67.50
91.88
120.0
151.9
187.5
226.9
270.0
316.9
367.5
421.9
480.0
541.9
607.5
676.9
750.0
826.9
907.5
991.9
1080
5-1/8 in. Width
30.75
48.05
69.19
94.17
123.0
155.7
192.2
232.5
276.8
324.8
376.7
432.4
492.0
555.4
622.7
693.8
768.8
847.5
930.2
1017
1107
Y-Y Axis
Iy (in.4)
rx (in.)
Sy (in.3)
(ry = 1.443 in.)
62.50
25.00
78.13
31.25
93.75
37.50
109.4
43.75
125.0
50.00
140.6
56.25
156.3
62.50
171.9
68.75
187.5
75.00
203.1
81.25
218.8
87.50
234.4
93.75
250.0
100.0
265.6
106.3
281.3
112.5
296.9
118.8
312.5
125.0
328.1
131.3
343.8
137.5
359.4
143.8
375.0
150.0
(ry = 1.479 in.)
67.31
26.27
84.13
32.83
101.0
39.40
117.8
45.96
134.6
52.53
151.4
59.10
168.3
65.66
185.1
72.23
201.9
78.80
218.7
85.36
235.6
91.93
252.4
98.50
269.2
105.1
286.0
111.6
302.9
118.2
319.7
124.8
336.5
131.3
353.4
137.9
370.2
144.5
387.0
151.0
403.8
157.6
1.732
2.165
2.598
3.031
3.464
3.897
4.330
4.763
5.196
5.629
6.062
6.495
6.928
7.361
7.794
8.227
8.660
9.093
9.526
9.959
10.39
1.732
2.165
2.598
3.031
3.464
3.897
4.330
4.763
5.196
5.629
6.062
6.495
6.928
7.361
7.794
8.227
8.660
9.093
9.526
9.959
10.39
AMERICAN FOREST & PAPER ASSOCIATION
S
SUPPLEMENT
6
7-1/2
9
10-1/2
12
13-1/2
15
16-1/2
18
19-1/2
21
22-1/2
24
25-1/2
27
28-1/2
30
31-1/2
33
34-1/2
36
X-X Axis
Sx (in.3)
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
261
1/12/02, 3:30 PM
101256503
262
SUPPLEMENT
Table 1C
Depth
d (in.)
7-1/2
9
10-1/2
12
13-1/2
15
16-1/2
18
19-1/2
21
22-1/2
24
25-1/2
27
28-1/2
30
31-1/2
33
34-1/2
36
37-1/2
39
40-1/2
42
43-1/2
45
46-1/2
48
49-1/2
51
52-1/2
54
55-1/2
57
58-1/2
60
Section Properties of Western Species Glued Laminated Timber (Cont.)
Area
A (in.2)
50.63
60.75
70.88
81.00
91.13
101.3
111.4
121.5
131.6
141.8
151.9
162.0
172.1
182.3
192.4
202.5
212.6
222.8
232.9
243.0
253.1
263.3
273.4
283.5
293.6
303.8
313.9
324.0
334.1
344.3
354.4
364.5
374.6
384.8
394.9
405.0
Ix (in.4)
X-X Axis
Sx (in.3)
237.3
410.1
651.2
972.0
1384
1898
2527
3281
4171
5209
6407
7776
9327
11070
13020
15190
17580
20210
23100
26240
29660
33370
37370
41670
46300
51260
56560
62210
68220
74620
81400
88570
96160
104200
112600
121500
6-3/4 in. Width
63.28
91.13
124.0
162.0
205.0
253.1
306.3
364.5
427.8
496.1
569.5
648.0
731.5
820.1
913.8
1013
1116
1225
1339
1458
1582
1711
1845
1985
2129
2278
2433
2592
2757
2926
3101
3281
3465
3655
3850
4050
Y-Y Axis
rx (in.)
Iy (in.4)
2.165
2.598
3.031
3.464
3.897
4.330
4.763
5.196
5.629
6.062
6.495
6.928
7.361
7.794
8.227
8.660
9.093
9.526
9.959
10.39
10.83
11.26
11.69
12.12
12.56
12.99
13.42
13.86
14.29
14.72
15.16
15.59
16.02
16.45
16.89
17.32
(ry = 1.949 in.)
192.2
56.95
230.7
68.34
269.1
79.73
307.5
91.13
346.0
102.5
384.4
113.9
422.9
125.3
461.3
136.7
499.8
148.1
538.2
159.5
576.7
170.9
615.1
182.3
653.5
193.6
692.0
205.0
730.4
216.4
768.9
227.8
807.3
239.2
845.8
250.6
884.2
262.0
922.6
273.4
961.1
284.8
999.5
296.2
1038
307.5
1076
318.9
1115
330.3
1153
341.7
1192
353.1
1230
364.5
1269
375.9
1307
387.3
1346
398.7
1384
410.1
1422
421.5
1461
432.8
1499
444.2
1538
455.6
AMERICAN WOOD COUNCIL
Sy (in.3)
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 1C
Depth
d (in.)
Section Properties of Western Species Glued Laminated Timber (Cont.)
Area
A (in.2)
78.75
91.88
105.0
118.1
131.3
144.4
157.5
170.6
183.8
196.9
210.0
223.1
236.3
249.4
262.5
275.6
288.8
301.9
315.0
328.1
341.3
354.4
367.5
380.6
393.8
406.9
420.0
433.1
446.3
459.4
472.5
485.6
498.8
511.9
525.0
Ix (in.4)
X-X Axis
Sx (in.3)
531.6
844.1
1260
1794
2461
3276
4253
5407
6753
8306
10080
12090
14350
16880
19690
22790
26200
29940
34020
38450
43250
48440
54020
60020
66450
73310
80640
88440
96720
105500
114800
124700
135000
146000
157500
8-3/4 in. Width
118.1
160.8
210.0
265.8
328.1
397.0
472.5
554.5
643.1
738.3
840.0
948.3
1063
1185
1313
1447
1588
1736
1890
2051
2218
2392
2573
2760
2953
3153
3360
3573
3793
4020
4253
4492
4738
4991
5250
Y-Y Axis
rx (in.)
Iy (in.4)
2.598
3.031
3.464
3.897
4.330
4.763
5.196
5.629
6.062
6.495
6.928
7.361
7.794
8.227
8.660
9.093
9.526
9.959
10.39
10.83
11.26
11.69
12.12
12.56
12.99
13.42
13.86
14.29
14.72
15.16
15.59
16.02
16.45
16.89
17.32
(ry = 2.526 in.)
502.4
114.8
586.2
134.0
669.9
153.1
753.7
172.3
837.4
191.4
921.1
210.5
1005
229.7
1089
248.8
1172
268.0
1256
287.1
1340
306.3
1424
325.4
1507
344.5
1591
363.7
1675
382.8
1759
402.0
1842
421.1
1926
440.2
2010
459.4
2094
478.5
2177
497.7
2261
516.8
2345
535.9
2428
555.1
2512
574.2
2596
593.4
2680
612.5
2763
631.6
2847
650.8
2931
669.9
3015
689.1
3098
708.2
3182
727.3
3266
746.5
3350
765.6
AMERICAN FOREST & PAPER ASSOCIATION
Sy (in.3)
S
SUPPLEMENT
9
10-1/2
12
13-1/2
15
16-1/2
18
19-1/2
21
22-1/2
24
25-1/2
27
28-1/2
30
31-1/2
33
34-1/2
36
37-1/2
39
40-1/2
42
43-1/2
45
46-1/2
48
49-1/2
51
52-1/2
54
55-1/2
57
58-1/2
60
263
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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101256503
264
SUPPLEMENT
Table 1C
Depth
d (in.)
12
13-1/2
15
16-1/2
18
19-1/2
21
22-1/2
24
25-1/2
27
28-1/2
30
31-1/2
33
34-1/2
36
37-1/2
39
40-1/2
42
43-1/2
45
46-1/2
48
49-1/2
51
52-1/2
54
55-1/2
57
58-1/2
60
Section Properties of Western Species Glued Laminated Timber (Cont.)
Area
A (in.2)
129.0
145.1
161.3
177.4
193.5
209.6
225.8
241.9
258.0
274.1
290.3
306.4
322.5
338.6
354.8
370.9
387.0
403.1
419.3
435.4
451.5
467.6
483.8
499.9
516.0
532.1
548.3
564.4
580.5
596.6
612.8
628.9
645.0
Ix (in.4)
X-X Axis
Sx (in.3)
1548
2204
3023
4024
5225
6642
8296
10200
12380
14850
17630
20740
24190
28000
32190
36790
41800
47240
53140
59510
66370
73740
81630
90070
99070
108700
118800
129600
141100
153100
165900
179300
193500
10-3/4 in. Width
258.0
326.5
403.1
487.8
580.5
681.3
790.1
907.0
1032
1165
1306
1455
1613
1778
1951
2133
2322
2520
2725
2939
3161
3390
3628
3874
4128
4390
4660
4938
5225
5519
5821
6132
6450
Y-Y Axis
Iy (in.4)
rx (in.)
Sy (in.3)
(ry = 3.103 in.)
1242
231.1
1398
260.0
1553
288.9
1708
317.8
1863
346.7
2019
375.6
2174
404.5
2329
433.4
2485
462.3
2640
491.1
2795
520.0
2950
548.9
3106
577.8
3261
606.7
3416
635.6
3572
664.5
3727
693.4
3882
722.3
4037
751.2
4193
780.0
4348
808.9
4503
837.8
4659
866.7
4814
895.6
4969
924.5
5124
953.4
5280
982.3
5435
1011
5590
1040
5746
1069
5901
1098
6056
1127
6211
1156
3.464
3.897
4.330
4.763
5.196
5.629
6.062
6.495
6.928
7.361
7.794
8.227
8.660
9.093
9.526
9.959
10.39
10.83
11.26
11.69
12.12
12.56
12.99
13.42
13.86
14.29
14.72
15.16
15.59
16.02
16.45
16.89
17.32
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
264
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 1C
Depth
d (in.)
Section Properties of Western Species Glued Laminated Timber (Cont.)
Area
A (in.2)
165.4
183.8
202.1
220.5
238.9
257.3
275.6
294.0
312.4
330.8
349.1
367.5
385.9
404.3
422.6
441.0
459.4
477.8
496.1
514.5
532.9
551.3
569.6
588.0
606.4
624.8
643.1
661.5
679.9
698.3
716.6
735.0
Ix (in.4)
X-X Axis
Sx (in.3)
2512
3445
4586
5954
7569
9454
11630
14110
16930
20090
23630
27560
31910
36690
41920
47630
53830
60550
67810
75630
84030
93020
102600
112900
123800
135400
147700
160700
174500
189100
204400
220500
12-1/4 in. Width
372.1
459.4
555.8
661.5
776.3
900.4
1034
1176
1328
1488
1658
1838
2026
2223
2430
2646
2871
3105
3349
3602
3863
4134
4415
4704
5003
5310
5627
5954
6289
6633
6987
7350
Y-Y Axis
Iy (in.4)
rx (in.)
Sy (in.3)
(ry = 3.536 in.)
2068
337.6
2298
375.2
2528
412.7
2757
450.2
2987
487.7
3217
525.2
3447
562.7
3677
600.3
3906
637.8
4136
675.3
4366
712.8
4596
750.3
4825
787.8
5055
825.3
5285
862.9
5515
900.4
5745
937.9
5974
975.4
6204
1013
6434
1050
6664
1088
6893
1125
7123
1163
7353
1201
7583
1238
7813
1276
8042
1313
8272
1351
8502
1388
8732
1426
8962
1463
9191
1501
3.897
4.330
4.763
5.196
5.629
6.062
6.495
6.928
7.361
7.794
8.227
8.660
9.093
9.526
9.959
10.39
10.83
11.26
11.69
12.12
12.56
12.99
13.42
13.86
14.29
14.72
15.16
15.59
16.02
16.45
16.89
17.32
S
SUPPLEMENT
13-1/2
15
16-1/2
18
19-1/2
21
22-1/2
24
25-1/2
27
28-1/2
30
31-1/2
33
34-1/2
36
37-1/2
39
40-1/2
42
43-1/2
45
46-1/2
48
49-1/2
51
52-1/2
54
55-1/2
57
58-1/2
60
265
Other sizes may be available. For Southern-Pine, 2-1/2 inch, 3-1/8 inch, 5-1/8 inch, 12 inch, and 14 inch are additional standard widths. For Western Species,
12-1/4 inch and 14-1/4 inch are additional standard widths.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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101256503
266
SUPPLEMENT
Table 1D
Depth
d (in.)
Section Properties of Southern Pine Glued Laminated Timber
Area
A (in.2)
Ix (in.4)
5-1/2
6-7/8
8-1/4
9-5/8
11
12-3/8
13-3/4
15-1/8
16-1/2
17-7/8
19-1/4
20-5/8
22
23-3/8
13.75
17.19
20.63
24.06
27.50
30.94
34.38
37.81
41.25
44.69
48.13
51.56
55.00
58.44
34.66
67.70
117.0
185.8
277.3
394.8
541.6
720.9
935.9
1190
1486
1828
2218
2661
5-1/2
6-7/8
8-1/4
9-5/8
11
12-3/8
13-3/4
15-1/8
16-1/2
17-7/8
19-1/4
20-5/8
22
23-3/8
16.50
20.63
24.75
28.88
33.00
37.13
41.25
45.38
49.50
53.63
57.75
61.88
66.00
70.13
41.59
81.24
140.4
222.9
332.8
473.8
649.9
865.0
1123
1428
1783
2193
2662
3193
5-1/2
6-7/8
8-1/4
9-5/8
11
12-3/8
13-3/4
15-1/8
16-1/2
17-7/8
19-1/4
20-5/8
22
23-3/8
17.19
21.48
25.78
30.08
34.38
38.67
42.97
47.27
51.56
55.86
60.16
64.45
68.75
73.05
43.33
84.62
146.2
232.2
346.6
493.5
677.0
901.1
1170
1487
1858
2285
2773
3326
X-X Axis
Sx (in.3)
2-1/2 in. Width
12.60
19.69
28.36
38.60
50.42
63.81
78.78
95.32
113.4
133.1
154.4
177.2
201.7
227.7
3 in. Width
15.13
23.63
34.03
46.32
60.50
76.57
94.53
114.4
136.1
159.8
185.3
212.7
242.0
273.2
3-1/8 in. Width
15.76
24.62
35.45
48.25
63.02
79.76
98.47
119.1
141.8
166.4
193.0
221.6
252.1
284.6
Y-Y Axis
Iy (in.4)
rx (in.)
Sy (in.3)
(ry = 0.722 in.)
7.161
5.729
8.952
7.161
10.74
8.594
12.53
10.03
14.32
11.46
16.11
12.89
17.90
14.32
19.69
15.76
21.48
17.19
23.27
18.62
25.07
20.05
26.86
21.48
28.65
22.92
30.44
24.35
(ry = 0.866 in.)
12.38
8.250
15.47
10.31
18.56
12.38
21.66
14.44
24.75
16.50
27.84
18.56
30.94
20.63
34.03
22.69
37.13
24.75
40.22
26.81
43.31
28.88
46.41
30.94
49.50
33.00
52.59
35.06
(ry = 0.902 in.)
13.99
8.952
17.48
11.19
20.98
13.43
24.48
15.67
27.97
17.90
31.47
20.14
34.97
22.38
38.46
24.62
41.96
26.86
45.46
29.09
48.96
31.33
52.45
33.57
55.95
35.81
59.45
38.05
1.588
1.985
2.382
2.778
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
1.588
1.985
2.382
2.778
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
1.588
1.985
2.382
2.778
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
266
1/12/02, 3:30 PM
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 1D
Depth
d (in.)
267
Section Properties of Southern Pine Glued Laminated Timber (Cont.)
Area
A (in.2)
Ix (in.4)
34.38
41.25
48.13
55.00
61.88
68.75
75.63
82.50
89.38
96.25
103.1
110.0
116.9
123.8
130.6
137.5
144.4
151.3
158.1
165.0
171.9
178.8
135.4
234.0
371.5
554.6
789.6
1083
1442
1872
2380
2972
3656
4437
5322
6317
7429
8665
10030
11530
13180
14970
16920
19040
6-7/8
8-1/4
9-5/8
11
12-3/8
13-3/4
15-1/8
16-1/2
17-7/8
19-1/4
20-5/8
22
23-3/8
24-3/4
26-1/8
27-1/2
28-7/8
30-1/4
31-5/8
33
34-3/8
35-3/4
35.23
42.28
49.33
56.38
63.42
70.47
77.52
84.56
91.61
98.66
105.7
112.8
119.8
126.8
133.9
140.9
148.0
155.0
162.1
169.1
176.2
183.2
138.8
239.8
380.8
568.4
809.4
1110
1478
1919
2439
3047
3747
4548
5455
6475
7615
8882
10280
11820
13510
15350
17350
19510
5 in. Width
39.39
56.72
77.20
100.8
127.6
157.6
190.6
226.9
266.3
308.8
354.5
403.3
455.3
510.5
568.8
630.2
694.8
762.6
833.5
907.5
984.7
1065
5-1/8 in. Width
40.37
58.14
79.13
103.4
130.8
161.5
195.4
232.5
272.9
316.5
363.4
413.4
466.7
523.2
583.0
646.0
712.2
781.6
854.3
930.2
1009
1092
Y-Y Axis
Iy (in.4)
rx (in.)
Sy (in.3)
(ry = 1.443 in.)
71.61
28.65
85.94
34.38
100.3
40.10
114.6
45.83
128.9
51.56
143.2
57.29
157.6
63.02
171.9
68.75
186.2
74.48
200.5
80.21
214.8
85.94
229.2
91.67
243.5
97.40
257.8
103.1
272.1
108.9
286.5
114.6
300.8
120.3
315.1
126.0
329.4
131.8
343.8
137.5
358.1
143.2
372.4
149.0
(ry = 1.479 in.)
77.12
30.10
92.55
36.12
108.0
42.13
123.4
48.15
138.8
54.17
154.2
60.19
169.7
66.21
185.1
72.23
200.5
78.25
215.9
84.27
231.4
90.29
246.8
96.31
262.2
102.3
277.6
108.3
293.1
114.4
308.5
120.4
323.9
126.4
339.3
132.4
354.8
138.4
370.2
144.5
385.6
150.5
401.0
156.5
1.985
2.382
2.778
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
7.145
7.542
7.939
8.335
8.732
9.129
9.526
9.923
10.32
1.985
2.382
2.778
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
7.145
7.542
7.939
8.335
8.732
9.129
9.526
9.923
10.32
AMERICAN FOREST & PAPER ASSOCIATION
S
SUPPLEMENT
6-7/8
8-1/4
9-5/8
11
12-3/8
13-3/4
15-1/8
16-1/2
17-7/8
19-1/4
20-5/8
22
23-3/8
24-3/4
26-1/8
27-1/2
28-7/8
30-1/4
31-5/8
33
34-3/8
35-3/4
X-X Axis
Sx (in.3)
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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268
SUPPLEMENT
Table 1D
Depth
d (in.)
6-7/8
8-1/4
9-5/8
11
12-3/8
13-3/4
15-1/8
16-1/2
17-7/8
19-1/4
20-5/8
22
23-3/8
24-3/4
26-1/8
27-1/2
28-7/8
30-1/4
31-5/8
33
34-3/8
35-3/4
37-1/8
38-1/2
39-7/8
41-1/4
42-5/8
44
45-3/8
46-3/4
48-1/8
49-1/2
50-7/8
52-1/4
53-5/8
55
56-3/8
57-3/4
59-1/8
60-1/2
Section Properties of Southern Pine Glued Laminated Timber (Cont.)
Area
A (in.2)
46.41
55.69
64.97
74.25
83.53
92.81
102.1
111.4
120.7
129.9
139.2
148.5
157.8
167.1
176.3
185.6
194.9
204.2
213.5
222.8
232.0
241.3
250.6
259.9
269.2
278.4
287.7
297.0
306.3
315.6
324.8
334.1
343.4
352.7
362.0
371.3
380.5
389.8
399.1
408.4
Ix (in.4)
X-X Axis
Sx (in.3)
182.8
315.9
501.6
748.7
1066
1462
1946
2527
3213
4012
4935
5990
7184
8528
10030
11700
13540
15570
17790
20210
22850
25700
28780
32100
35660
39480
43560
47920
52550
57470
62700
68220
74070
80240
86740
93590
100800
108300
116300
124600
6-3/4 in. Width
53.17
76.57
104.2
136.1
172.3
212.7
257.4
306.3
359.5
416.9
478.6
544.5
614.7
689.1
767.8
850.8
938.0
1029
1125
1225
1329
1438
1551
1668
1789
1914
2044
2178
2316
2459
2606
2757
2912
3071
3235
3403
3575
3752
3933
4118
Y-Y Axis
rx (in.)
Iy (in.4)
1.985
2.382
2.778
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
7.145
7.542
7.939
8.335
8.732
9.129
9.526
9.923
10.32
10.72
11.11
11.51
11.91
12.30
12.70
13.10
13.50
13.89
14.29
14.69
15.08
15.48
15.88
16.27
16.67
17.07
17.46
(ry = 1.949 in.)
176.2
52.21
211.4
62.65
246.7
73.09
281.9
83.53
317.2
93.97
352.4
104.4
387.6
114.9
422.9
125.3
458.1
135.7
493.4
146.2
528.6
156.6
563.8
167.1
599.1
177.5
634.3
187.9
669.6
198.4
704.8
208.8
740.0
219.3
775.3
229.7
810.5
240.2
845.8
250.6
881.0
261.0
916.2
271.5
951.5
281.9
986.7
292.4
1022
302.8
1057
313.2
1092
323.7
1128
334.1
1163
344.6
1198
355.0
1233
365.4
1269
375.9
1304
386.3
1339
396.8
1374
407.2
1410
417.7
1445
428.1
1480
438.5
1515
449.0
1551
459.4
AMERICAN WOOD COUNCIL
Sy (in.3)
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 1D
Depth
d (in.)
Section Properties of Southern Pine Glued Laminated Timber (Cont.)
Area
A (in.2)
81.81
93.50
105.2
116.9
128.6
140.3
151.9
163.6
175.3
187.0
198.7
210.4
222.1
233.8
245.4
257.1
268.8
280.5
292.2
303.9
315.6
327.3
338.9
350.6
362.3
374.0
385.7
397.4
409.1
420.8
432.4
444.1
455.8
467.5
479.2
490.9
502.6
514.3
Ix (in.4)
X-X Axis
Sx (in.3)
631.6
942.8
1342
1841
2451
3182
4046
5053
6215
7542
9047
10740
12630
14730
17050
19610
22400
25460
28770
32360
36240
40420
44910
49720
54860
60340
66170
72370
78950
85910
93270
101000
109200
117800
126900
136400
146400
156900
8-1/2 in. Width
131.2
171.4
216.9
267.8
324.1
385.7
452.6
525.0
602.6
685.7
774.1
867.8
966.9
1071
1181
1296
1417
1543
1674
1811
1953
2100
2253
2411
2574
2743
2917
3096
3281
3471
3667
3868
4074
4285
4502
4725
4952
5185
Y-Y Axis
rx (in.)
Iy (in.4)
2.778
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
7.145
7.542
7.939
8.335
8.732
9.129
9.526
9.923
10.32
10.72
11.11
11.51
11.91
12.30
12.70
13.10
13.50
13.89
14.29
14.69
15.08
15.48
15.88
16.27
16.67
17.07
17.46
(ry = 2.454 in.)
492.6
115.9
562.9
132.5
633.3
149.0
703.7
165.6
774.1
182.1
844.4
198.7
914.8
215.2
985.2
231.8
1056
248.4
1126
264.9
1196
281.5
1267
298.0
1337
314.6
1407
331.1
1478
347.7
1548
364.3
1618
380.8
1689
397.4
1759
413.9
1830
430.5
1900
447.0
1970
463.6
2041
480.2
2111
496.7
2181
513.3
2252
529.8
2322
546.4
2393
562.9
2463
579.5
2533
596.1
2604
612.6
2674
629.2
2744
645.7
2815
662.3
2885
678.8
2955
695.4
3026
712.0
3096
728.5
AMERICAN FOREST & PAPER ASSOCIATION
Sy (in.3)
S
SUPPLEMENT
9-5/8
11
12-3/8
13-3/4
15-1/8
16-1/2
17-7/8
19-1/4
20-5/8
22
23-3/8
24-3/4
26-1/8
27-1/2
28-7/8
30-1/4
31-5/8
33
34-3/8
35-3/4
37-1/8
38-1/2
39-7/8
41-1/4
42-5/8
44
45-3/8
46-3/4
48-1/8
49-1/2
50-7/8
52-1/4
53-5/8
55
56-3/8
57-3/4
59-1/8
60-1/2
269
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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101256503
270
SUPPLEMENT
Table 1D
Depth
d (in.)
11
12-3/8
13-3/4
15-1/8
16-1/2
17-7/8
19-1/4
20-5/8
22
23-3/8
24-3/4
26-1/8
27-1/2
28-7/8
30-1/4
31-5/8
33
34-3/8
35-3/4
37-1/8
38-1/2
39-7/8
41-1/4
42-5/8
44
45-3/8
46-3/4
48-1/8
49-1/2
50-7/8
52-1/4
53-5/8
55
56-3/8
57-3/4
59-1/8
60-1/2
Section Properties of Southern Pine Glued Laminated Timber (Cont.)
Area
A (in.2)
115.5
129.9
144.4
158.8
173.3
187.7
202.1
216.6
231.0
245.4
259.9
274.3
288.8
303.2
317.6
332.1
346.5
360.9
375.4
389.8
404.3
418.7
433.1
447.6
462.0
476.4
490.9
505.3
519.8
534.2
548.6
563.1
577.5
591.9
606.4
620.8
635.3
Ix (in.4)
X-X Axis
Sx (in.3)
1165
1658
2275
3028
3931
4997
6242
7677
9317
11180
13270
15600
18200
21070
24220
27680
31440
35540
39980
44770
49930
55480
61420
67760
74540
81740
89400
97530
106100
115200
124800
134900
145600
156800
168500
180900
193800
10-1/2 in. Width
211.8
268.0
330.9
400.3
476.4
559.2
648.5
744.4
847.0
956.2
1072
1194
1323
1459
1601
1750
1906
2068
2237
2412
2594
2783
2978
3180
3388
3603
3825
4053
4288
4529
4778
5032
5294
5562
5836
6118
6405
Y-Y Axis
Iy (in.4)
rx (in.)
Sy (in.3)
(ry = 3.031 in.)
1061
202.1
1194
227.4
1326
252.7
1459
277.9
1592
303.2
1724
328.5
1857
353.7
1990
379.0
2122
404.3
2255
429.5
2388
454.8
2520
480.0
2653
505.3
2786
530.6
2918
555.8
3051
581.1
3183
606.4
3316
631.6
3449
656.9
3581
682.2
3714
707.4
3847
732.7
3979
758.0
4112
783.2
4245
808.5
4377
833.8
4510
859.0
4643
884.3
4775
909.6
4908
934.8
5040
960.1
5173
985.4
5306
1011
5438
1036
5571
1061
5704
1086
5836
1112
3.175
3.572
3.969
4.366
4.763
5.160
5.557
5.954
6.351
6.748
7.145
7.542
7.939
8.335
8.732
9.129
9.526
9.923
10.32
10.72
11.11
11.51
11.91
12.30
12.70
13.10
13.50
13.89
14.29
14.69
15.08
15.48
15.88
16.27
16.67
17.07
17.46
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 2A
Maximum Spans and Allowable Total Uniform Loads for Floor
Sheathing
Floor Joist Spacing
(in.)
Allowable
Uniform Loads
(psf)
Wood Structural Panels
(Sheathing Grades, C-C, C-D,
OSB)
24/16
7/16
16
110
32/16
15/32
16
110
40/20
19/32
20
110
48/24
23/32
24
Wood Structural Panels
(Single Floor Grades,
Underlayment, C-C Plugged)
110
16 o.c.
19/32
16
110
20 o.c.
19/32
20
110
24 o.c.
23/32
24
110
32 o.c.
7/8
24
195
Lumber Board Subflooring
48 o.c.
1-/32
24
300
#4 Common or Utility
5/8
16
40
#4 Common or Utility
3/4
24
40
S
SUPPLEMENT
Minimum Thickness
(in.)
Span Rating
or Grade
Sheathing Type
Table 2B
271
Maximum Spans and Allowable Total Uniform Loads for Roof
Sheathing
Sheathing Type
Wood Structural Panels1 (Sheathing
Grades, C-C, C-D, OSB)
Wood Structural Panels1
(Single Floor Grades, Underlayment, CC Plugged)
Lumber Board Sheathing2
Span Rating or Grade
Minimum
Thickness
(in.)
24/0
24/16
32/16
40/20
48/24
16 o.c.
20 o.c.
24 o.c.
32 o.c.
48 o.c.
#4 Common or Utility
#4 Common or Utility
3/8
7/16
15/32
19/32
23/32
19/32
19/32
23/32
7/8
1-3/32
5/8
3/4
1
For wind design, tabulated values shall be permitted to be increased 60%.
2
For wind design, tabulated values shall be permitted to be increased 40%.
Maximum
Rafter/Truss
Spacing (in.)
Sheathing Long Dimension ⊥ to Supports
Rafter/Truss Spacing (in.)
12
16
19.2
24
Allowable Total Uniform Loads (psf)
208
267
308
521
704
346
400
534
725
1334
130
170
24
24
24
24
24
24
24
24
24
24
16
24
AMERICAN FOREST & PAPER ASSOCIATION
117
150
174
293
395
195
225
300
408
750
60
110
81
104
120
204
275
135
156
208
283
521
40
70
52
67
77
130
176
86
100
133
181
333
40
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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272
SUPPLEMENT
Table 2C
Shear Capacities for Horizontal Diaphragm Assemblies
Framing Species
G 0.50
Framing Species
0.50 > G 0.42
Framing Species
0.42 > G 0.35
Blocked
Unblocked
Unblocked
Unblocked
Diaphragms
Blocked
Blocked
Panel Edge Nail Spacing (in.)
62
Sheathing Material
Structural I
Structural Sheathing
G
1
2
3
4
6
44
2½4
24
62
44
6
2½4
24
62
6
44
24
Recommended Shear Capacity (plf)1
Sheathing
Thickness
Nail
Size
3/8
8d
180
270
360
530
6003
165
250
330
490
5503
155
230
305
450 5103
15/32
10d
215
320
425
6403 7303
200
295
390
5903 6703
185
270
360
5453 6203
3/8
6d
8d
125
160
185
240
250
320
375
480
4203
5453
115
145
170
220
230
295
345
440
3853
5003
105
135
155
205
215
270
320 3553
410 4653
7/16
8d
170
255
340
505
5753
155
235
315
465
5303
145
215
290
430 4903
15/32
8d
10d
180
190
270
290
360
385
530 6003
5753 6553
165
175
250
265
330
355
490 5503
5303 6053
155
160
230
245
305
325
450 5103
4903 5553
19/32
10d
215
320
425
6403 7303
200
295
390
5903 6703
185
270
360
5453 6203
Specific gravity of framing species.
For wind design, tabulated values shall be permitted to be increased 40%.
When panel edges are staggered over common framing members and the load is parallel to the framing members, tabulated values
shall be permitted to be increased 33%.
Framing at adjoining panel edges shall be 3 inches nominal or wider and nails shall be staggered.
Nail spacing at edges other than diaphragm boundaries and continuous panel edges parallel to load shall be permitted to be 6 inches, 4
inches, and 3 inches, instead of 4 inches, 2-1/2 inches, and 2 inches respectively.
Table 2C
Shear Capacities for Horizontal Diaphragm Assemblies (Cont.)
Sheathing Material
Thickness
of Material
(in.)
Nail
Size
Gypsum Wallboard
1/2
5d Cooler Nails or
1-1/4 Drywall Screws
Lumber Sheathing
5/8 or 3/4
8d Common Nails
Diaphragm
Construction
Nail Spacing (in.)
Recommended
Shear Capacity
(plf)
Panel Edges
Intermediate
Supports
Unblocked
7
10
70 1
Straight Sheathing
2 per Support
2 per Support
50
Diagonal Sheathing
2 per Support
2 per Support
300
Special 2-Layer
2 per Support/Layer 2 per Support/Layer
Diagonal Sheathing
1
2½4
600
Tabulated shear capacity can be increased to 90 plf when ceiling framing members are spaced not more than 16 inches on center, per
ICBO Report No. 1874-89.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 3A
273
Maximum Wall Sheathing Spans
Sheathing Long Dimension Orientation
Sheathing Type
Span Rating or Grade
⊥ to Supports
Minimum
Actual Stud Spacing
Maximum
Thickness
Stud Spacing 12
16
24
(in.)
(in.)
Allowable Total
Uniform Loads (psf)
45
25
92
53
30
132
77
43
192
125
70
312
188
106
47
contact manufacturer
contact manufacturer
16
16
16
66
37
13
80
45
16
contact manufacturer
contact manufacturer
-
contact manufacturer
24
130
60
30
-
-
-
-
#4 Common or Utility
3/4
24
For wind design, tabulated values shall be permitted to be increased 60%.
Three-ply plywood panels shall be applied with long dimension across studs.
For wind design, tabulated values shall be permitted to be increased 40%.
170
110
40
-
-
-
-
24
24
24
24
24
16
16
16
24
16
24
24
-
208
117
52
267
150
67
308
174
77
521
293
130
704
396
176
contact manufacturer
1/2
25/32
1/2
16
Gypsum Wallboard
1/2
24
Lumber Board Sheathing3
5/8
5/8
Particleboard Sheathing
(M-S Exterior Glue)
Particleboard Panel Siding
(M-S Exterior Glue)
Hardboard Siding
(Direct to Studs)
Cellulosic Fiberboard Sheathing
24/0
24/16
32/16
40/20
48/24
Lap Siding
Shiplap Edge Panel Siding
Square Edge Panel Siding
Regular
Structural
Structural
Gypsum Sheathing Board
2
3
#4 Common or Utility
contact manufacturer
226
226
226
-
127
127
127
-
57
57
57
-
AMERICAN FOREST & PAPER ASSOCIATION
contact manufacturer
226
226
45
127
127
25
57
57
9
S
SUPPLEMENT
24
24
24
24
24
16
16
16
24
24
24
16
3/8
7/16
15/32
19/32
23/32
3/8
1/2
5/8
3/4
7/16
7/16
7/16
1/2
Wood Structural Panels1
(Sheathing Grades, C-C, C-D,
C-C Plugged, OSB)
1
2 to Supports
Maximum Actual Stud Spacing
Stud
12
16
24
Spacing
Allowable Total
(in.)
Uniform Loads (psf)
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 3B
Design Criteria to Determine Shear Capacities for Shearwall Materials
The shear resistance of wood shearwalls shall be computed using one of two methods:
Method 1. Shearwall Segment Method
1.
Limitations. The following limitations apply to the use of Method 1 - Shearwall Segment Method
a. A shearwall segment shall be located at each end of a shearwall. Openings shall be permitted to occur
beyond the ends of the shearwall, however the width of such openings shall not be included in the width
of the shearwall.
b. For wind design, the shear capacity of shearwall segments sheathed on both sides with similar or
dissimilar materials shall equal the sum of the unadjusted shear capacities for each side. For seismic
design, the shear capacity of shearwall segments sheathed on both sides with similar materials is equal to
two times the shear capacity of the side with the lowest shear capacity or the shear capacity of the side
with the higher shear capacity. For seismic design, summing dissimilar materials is not permitted.
c. Shearwall segment aspect ratios shall be limited to the minimum aspect ratio for the sheathing material
on either side of the shearwall.
d. A shearwall segment shall not have out of plane (horizontal) offsets. Where out of plane offsets occur,
portions of the wall on each side of the offset shall be considered as separate shearwall segments.
e. Collectors for shear transfer shall be provided through the full length of the shearwall.
f. Shearwall height, h, shall not exceed 20 feet.
2.
Shearwall Capacity. The total shearwall capacity shall be equal to the unit shear capacity of the shearwall
segments times the sum of the lengths of the shearwall segments.
.
Anchorage and Load Path. Design of shearwall anchorage and load path shall conform to the requirements
of this section, or shall be calculated using principles of mechanics. Wall framing, sheathing, sheathing
attachment shall be in accordance with the requirements of 2.4.
a. Uplift and Anchorage at Shearwall Segment Ends. Anchorage for uplift forces due to overturning shall be
provided at each end of each shearwall segment. The uplift anchorage shall be in accordance with 2.2.4 For
each story the uplift force, T, shall be calculated in accordance with the following:
T = Vh / ( Li)
where:
T
V
h
Li
=
=
=
=
tension chord uplift force (lbs.)
shear force in shearwall (lbs.)
shearwall height (ft.)
sum of lengths of shearwall segments (ft.)
b. Anchorage for in-plane shear. The unit shear force, v, transmitted into the top of a shearwall segment, out
of the base of the shearwall, and into collectors (drag struts) connecting shearwall segments, shall be
calculated in accordance with the following:
v = V / ( Li)
where:
v
V
Li
=
=
=
unit shear force (plf)
shear force in shearwall (lbs.)
sum of lengths of shearwall segments (ft.)
c. Compression Chords. Each end of each shearwall segment shall be designed for a compression force, C,
equal to the tension force, T, calculated in Item 3a (above).
d. Load Path. A load path to the foundation shall be provided for each uplift force, T and t, for each shear
force, v, and for each compression force, C. Elements resisting shearwall forces contributed by multiple
stories shall be designed for the sum of forces contributed by each story.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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275
Method 2. Perforated Shearwall Method
1.
2.
Percent Full Height Sheathing. The percent of full height sheathing shall be calculated as the sum of widths
of perforated shearwall segments divided by the total width of the perforated shearwall including openings.
3.
Maximum Opening Height Ratio. The maximum opening height shall be taken as the maximum clear
opening height.
4.
Adjusted Shear Capacity. The adjusted shear capacity shall be calculated by multiplying the unadjusted
shear capacity by the shear capacity adjustment factor in the table below. For intermediate percentages of
full height sheathing, the values in the table below are permitted to be interpolated.
S
SUPPLEMENT
Limitations. The following limitations apply to the use of Method 2 - Perforated Shearwall Method
a. A perforated shearwall segment shall be located at each end of a perforated shearwall. Openings shall
be permitted to occur beyond the ends of the perforated shearwall, however the width of such openings
shall not be included in the width of the perforated shearwall.
b. Walls shall be entirely sheathed with structural sheathing, including the areas above and below windows
and above doors. Areas above and below windows and/or above doors shall be permitted to remain
unsheathed if the unrestrained opening height is assumed to be the height of the unsheathed opening.
c. For wind design, the shear capacity of shearwall segments sheathed on both sides with similar or
dissimilar materials shall equal the sum of the unadjusted shear capacities for each side. For seismic
design, the shear capacityof shearwall segments sheathed on both sides with similar materials is equal to
two times the shear capacity of the side with the lowest shear capacity or the shear capacity of the side
with the higher shear capacity. For seismic design, summing dissimilar materials is not permitted.
d. Shearwall segment aspect ratios shall be limited to the minimum aspect ratio for the sheathing material
on either side of the shearwall.
e. A perforated shearwall shall not have out of plane (horizontal) offsets. Where out of plane offsets occur,
portions of the wall on each side of the offset shall be considered as separate perforated shearwalls.
f. Collectors for shear transfer shall be provided through the full length of the perforated shearwall.
g. A perforated shearwall shall have uniform top of wall and bottom of wall elevations. Perforated
shearwalls not having uniform elevations shall be designed by other methods.
h. Perforated shearwall height, h, shall not exceed 20 feet.
i. The unadjusted shear capacity of the shearwall shall not exceed 800 plf.
Shear Capacity Adjustment Factor
Maximum Unrestrained Opening Height
Window Height
Door Height
H/3
H/2
2H/3
5H/6
H
8' Wall
2'-8"
4'-0"
5'-4"
6'-8"
8'-0"
10' Wall
3'-4"
5'-0"
6'-8"
8'-4"
10'-0"
Percent FullHeight Sheathing
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
Shear Capacity Adjustment Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.67
0.69
0.71
0.74
0.77
0.80
0.83
0.87
0.91
0.95
1.00
0.50
0.53
0.56
0.59
0.63
0.67
0.71
0.77
0.83
0.91
1.00
0.40
0.43
0.45
0.49
0.53
0.57
0.63
0.69
0.77
0.87
1.00
0.33
0.36
0.38
0.42
0.45
0.50
0.56
0.63
0.71
0.83
1.00
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
5.
Perforated Shearwall Capacity. The perforated shearwall capacity shall be equal to the adjusted shear
capacity times the sum of the widths of the perforated shearwall segments.
6.
Anchorage and Load Path. Design of perforated shearwall anchorage and load path shall conform to the
requirements of this section, or shall be calculated using principles of mechanics. Wall framing, sheathing,
sheathing attachment shall be in accordance with the requirements of 2.4.
a. Uplift and Anchorage at Perforated Shearwall Ends. Anchorage for uplift forces due to overturning shall
be provided at each end of the perforated shearwall. The uplift anchorage shall be in accordance with 2.2.
For each story the uplift force, T, shall be calculated in accordance with the following:
T = Vh / (CoLi)
where:
T
V
h
Co
Li
=
=
=
=
=
tension chord uplift force (lbs.)
shear force in perforated shearwall (lbs.)
shearwall height (ft.)
shear capacity adjustment factor from Item 4 (above)
sum of lengths of perforated shearwall segments (ft.)
b. Anchorage for In-Plane Shear. The unit shear force, v, transmitted into the top of a perforated shearwall,
out of the base of the perforated shearwall at full height sheathing, and into collectors (drag struts)
connecting shearwall segments, shall be calculated in accordance with the following:
v = V / (CoLi)
where:
v
V
Co
Li
=
=
=
=
unit shear force (plf)
shear force in perforated shearwall (lbs.)
shear capacity adjustment factor from Item 4 (above)
sum of lengths of perforated shearwall segments (ft.)
c. Uplift Anchorage Between Perforated Shearwall Ends. In addition to the requirements of Item 6 (above),
perforated shearwall bottom plates at full height sheathing shall be anchored for a uniform uplift force, t,
equal to the unit shear force, v, determined in Item 6b (above)
d. Compression Chords. Each end of each perforated shearwall segment shall be designed for a compression
force, C, equal to the tension force, T, calculated in Item 6a (above).
e. Load Path. A load path to the foundation shall be provided for each uplift force, T and t, for each shear
force, v, and for each compression force, C. Elements resisting shearwall forces contributed by multiple
stories shall be designed for the sum of forces contributed by each story.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 3C
277
Shear Capacities for Shearwall Assemblies
Framing Species
G 0.50
Framing Species
0.50 > G 0.42
Framing Species
0.42 > G 0.35
Panel Edge Nail Spacing (in.)
6
Sheathing Material
Structural I
Plywood Siding
7
1
2
3
4
5
6
7
-
2
6
4
22
3
6
4
3
22
170
255
330
435
Shear Capacity (plf)1
Minimum
Sheathing
Thickness
(in.)
Nail
Size5
5/16
6d
200
300
3/8
8d
2304
3604 4604 6104
2304 3604 4604 6104
2304 3604 4604 6104
7/16
8d
2554
3954 5054 6704
2554 395
240
390
3
510
185
275
360
505
3
470
670
365
470
620
3
15/32
8d
10d
280
340
430
510
550
6653
730
870
260
315
395
470
505
6103
670
800
240
290
365
435
470
5653
620
740
5/16
6d
180
270
350
450
165
250
320
415
155
230
300
385
3/8
6d
8d
200
2204
300 390 510
3204 4104 5304
185 275 360 470
2204 3204 4104 5304
170
220
255
320
330
410
435
530
7/16
8d
2404
3504 4504 5854
240
5854
220
325
415
545
3
3
350
450
3
15/32
8d
10d
260
310
380
460
490
6003
640
770
240
285
350
425
450
5503
590
710
220
265
325
390
415
5103
545
655
19/32
10d
340
510
6653
870
315
470
6103
800
290
435
5653
740
6d
6
140
210
275
360
130
195
255
330
120
180
235
305
8d
6
240
3
220
3
205
3
350
5/16
3/8
G
3
160
310
410
140
285
375
135
265
S
SUPPLEMENT
Structural Sheathing,
Plywood Siding7
4
2
Specific gravity of framing species.
For wind design, tabulated values shall be permitted to be increased 40%.
Framing at adjoining panel edges shall be 3 inch nominal or wider and nails shall be staggered where nails are spaced 2 inches o.c.
Framing at adjoining panel edges shall be 3 inch nominal or wider and nails shall be staggered where 10d nails having penetration
into framing of more than 1-5/8 inches are spaced 3 inches o.c.
Shear values may be increased to values shown for 15/32-inch sheathing with same nailing and framing species provided (1) studs
are spaced a maximum of 16 inches o.c., or (2) if panels are applied with long dimension across studs.
Common or galvanized box nails unless otherwise noted.
Galvanized casing or siding nails.
Thickness at point of nailing along panel edges governs shear values.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 3C
Shear Capacities for Shearwall Assemblies (Cont.)
Sheathing Material
Thickness
of Material
(in.)
Fastener
Size
Wall Construction
Panel Edge Nail
Spacing (in.)
Shear Capacity
(plf)
Cellulosic Fiberboard
Sheathing - Regular1
1/2
6d
Blocked
3
125
Cellulosic Fiberboard
Sheathing - Structural1
1/2
8d or 11 gage
galvanized roofing
nail, 1-1/2" long,
7/16" head
Blocked
3
125
25/32
8d or 11 gage
galvanized roofing
nail, 1-1/2" long,
7/16" head
Blocked
3
175
7/8
11 ga. Screws or
16 ga. Staples
Unblocked
6
180
3/8" lath
and 1/2"
plaster
13 ga. Plasterboard
Nails
Unblocked
5
100
1/2
11 ga. Nails, 1-3/4"
long, 7/16" head
Unblocked
4
75
11 ga. Nails, 1-3/4"
long, 7/16" head
Unblocked
7
100
1/2
Blocked
4
175
Unblocked
1/2
5d Cooler Nails
7
4
1003
1253
Blocked
7
4
125
150
Unblocked
7
4
115
145
Blocked
7
4
1454
1754
Base ply - 6d
Cooler Nails
Face ply - 8d Cooler
Nails
Two-ply Blocked
Base ply - 9"
Face ply - 7"
2504
8d Common Nails
Straight Sheathing
2 per Support
50
Diagonal Sheathing
2 per Support
300
Woven or Welded Wire Lath
and Portland Cement Plaster2
Gypsum Lath, Plain or
Perforated2
2'x8' Sheets
Gypsum
Sheathing
Board2
4'x8' Sheets
Gypsum Wallboard2
6d Cooler Nails
5/8
Lumber Sheathing
1
2
3
4
5/8
Tabulated shear capacities are for short term loading due to wind or seismic loading in Seismic Design Categories A, B, or C. Values
shall not be permitted in Seismic Design Category D, E, or F.
Tabulated shear capacities are for short term loading due to wind or seismic loading in Seismic Design Categories A, B, or C. Values
shall be reduced 50% in Seismic Design Category D. Values shall not be permitted in Seismic Design Category E or F.
Shear capacity is based on maximum framing spacing of 16 inches o.c., for framing spaced at 24 inches o.c. values for 7 inch and 4
inch nail spacing shall be reduce to 75 plf and 110 plf, respectively.
Shear capacity is based on maximum framing spacing of 16 inches o.c.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 4A
279
Adjustment Factors
Wet Service Factor, CM
When dimension lumber is used where moisture content will exceed 19% for an extended time period, design
values shall be multiplied by the appropriate wet service
factors from the following table:
Wet Service Factors, CM
Fb
Ft
Fv
Fc⊥
Fc
E
0.85*
1.0
0.97
0.67
0.8**
0.9
Flat Use Factor, Cfu
Bending design values adjusted by size factors are
based on edgewise use (load applied to narrow face).
When dimension lumber is used flatwise (load applied to
wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors:
Flat Use Factors, Cfu
Width
(depth)
* when (Fb)(CF) ≤ 1150 psi, CM = 1.0
** when (Fc)(CF) ≤ 750 psi, CM = 1.0
Thickness (breadth)
4"
—
1.0
1.05
1.05
1.05
10" & wider
1.2
1.1
SUPPLEMENT
2" & 3"
4"
5"
6"
8"
2" & 3"
1.0
1.1
1.1
1.15
1.15
S
Size Factor, CF
Tabulated bending, tension, and compression parallel to grain design values for dimension lumber 2 to 4 inches
thick shall be multiplied by the following size factors:
Size Factors, CF
Fb
Ft
Fc
Thickness (breadth)
Grades
Width (depth)
2", 3", & 4"
5"
6"
8"
10"
12"
14" & wider
2", 3", & 4"
5" & 6"
8" & wider
Select
Structural,
No. 1 & Btr.
No. 1, No. 2,
No. 3
Stud
Construction
& Standard
Utility
2" & 3"
4"
1.5
1.5
1.5
1.4
1.4
1.4
1.3
1.3
1.3
1.2
1.3
1.2
1.1
1.2
1.1
1.0
1.1
1.0
0.9
1.0
0.9
1.1
1.1
1.1
1.0
1.0
1.0
Use No. 3 Grade tabulated design values and size factors
1.15
1.1
1.1
1.05
1.0
1.0
0.9
1.05
1.0
2", 3", & 4"
1.0
1.0
1.0
1.0
4"
2" & 3"
1.0
0.4
1.0
—
1.0
0.4
1.0
0.6
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Repetitive Member Factor, Cr
Bending design values, Fb, for dimension lumber 2 to
4 inches thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists,
truss chords, rafters, studs, planks, decking, or similar
members which are in contact or spaced not more than 24
inches on centers, are not less than 3 in number and are
joined by floor, roof, or other load distributing elements
adequate to support the design load.
EXCEPTION: When such members meet the following requirements:
•
•
•
used as studs to resist wind loads in a wall
assembly,
sheathed on the exterior with a minimum of
3/8-inch structural sheathing panels attached
to the studs using a minimum of 8d common
nails spaced a maximum of 6 inches o.c. at
panel edges and 12 inches o.c. in the field of
the panels, and
sheathed on the interior with a minimum of
1/2-inch gypsum wallboard panels,
Load Duration Factor, CD
When the cumulative duration of the full maximum
load does not exceed the specified time period, all tabulated design values except modulus of elasticity, E, and
compression perpendicular to grain, Fc⊥ , shall be multiplied by the appropriate load duration factor, C D, as
follows:
Load Duration
permanent
ten years
two months
seven days
ten minutes
CD
0.90
1.00
1.15
1.25
1.60
Typical Design Loads
Dead Load
Occupancy Live Load
Snow Load
Construction Load
Wind/Earthquake Load
bending design values, Fb, shall be multiplied by the following repetitive member factors:
Repetitive Member Factor, Cr, for Stud Walls
Stud Size
2x4
2x6
2x8
2x10
2x12
Cr
1.50
1.35
1.25
1.20
1.15
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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WOOD FRAME CONSTRUCTION MANUAL
Shear Stress Factor, CH
Tabulated shear design values parallel to grain have
been reduced to allow for the occurrence of splits, checks,
and shakes. Tabulated shear design values parallel to grain,
Fv, shall be permitted to be multiplied by the shear stress
factors specified in the following table when length of
split, or size of check or shake is known and no increase
in them is anticipated. When shear stress factors are used
for Redwood, a tabulated design value of Fv = 80 psi shall
be assigned for all grades of Redwood dimension lumber.
Shear stress factors shall be permitted to be linearly interpolated.
Shear Stress Factors, CH
Length of split on wide
face of 3" (nominal)
CH
and thicker lumber
no split
2.00
1/2 × narrow face
1.67
3/4 × narrow face
1.50
1 × narrow face
1.33
1-1/2 × narrow face or more 1.00
CH
2.00
1.67
1.50
1.33
1.00
Size of shake* in
2" (nominal) and
thicker lumber
no shake
1/6 × narrow face
1/4 narrow face
1/3 × narrow face
1/2 × narrow face or more
CH
2.00
1.67
1.50
1.33
1.00
*Shake is measured at the end between lines enclosing the shake and perpendicular to the loaded face.
Table 4A
Base Design Values for Visually Graded Dimension Lumber
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal
load duration and dry service conditions. See NDS 2.3 for a comprehensive description of design
value adjustment factors.)
S
SUPPLEMENT
Length of split on wide
face of 2" (nominal)
lumber
no split
1/2 × wide face
3/4 × wide face
1 × wide face
1-1/2 × wide face or more
281
USE WITH TABLE 4A ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
ASPEN
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
875
625
600
350
475
700
375
175
500
375
350
200
275
400
225
100
60
60
60
60
60
60
60
60
265
265
265
265
265
265
265
265
725
600
450
275
300
625
475
300
1,100,000
1,100,000
1,000,000
900,000
900,000
900,000
900,000
800,000
1450
1050
1000
575
775
1150
650
300
850
600
600
350
450
675
375
175
100
100
100
100
100
100
100
100
715
715
715
715
715
715
715
715
1200
950
750
425
475
1000
775
500
1,700,000
1,600,000
1,500,000
1,300,000
1,300,000
1,400,000
1,300,000
1,200,000
875
625
625
350
475
700
400
175
525
375
350
200
275
400
225
100
65
65
65
65
65
65
65
65
320
320
320
320
320
320
320
320
775
625
475
275
300
650
500
325
1,200,000
1,200,000
1,100,000
1,000,000
1,000,000
1,000,000
900,000
900,000
NELMA
NSLB
WWPA
BEECH-BIRCH-HICKORY
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NELMA
COTTONWOOD
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
AMERICAN FOREST & PAPER ASSOCIATION
NSLB
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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282
SUPPLEMENT
Table 4A
Base Design Values for Visually Graded Dimension Lumber (Cont.)
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal
load duration and dry service conditions. See NDS 2.3 for a comprehensive description of design
value adjustment factors.)
USE WITH TABLE 4A ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
1500
1200
1000
900
525
700
1000
575
275
1000
800
675
575
325
450
650
375
175
95
95
95
95
95
95
95
95
95
625
625
625
625
625
625
625
625
625
1700
1550
1500
1350
775
850
1650
1400
900
1,900,000
1,800,000
1,700,000
1,600,000
1,400,000
1,400,000
1,500,000
1,400,000
1,300,000
1350
850
475
650
950
525
250
825
500
300
400
575
325
150
95
95
95
95
95
95
95
625
625
625
625
625
625
625
1900
1400
825
900
1800
1450
950
1,900,000
1,600,000
1,400,000
1,400,000
1,500,000
1,400,000
1,300,000
1350
925
850
500
675
975
550
250
900
600
525
300
425
600
350
150
90
90
90
90
90
90
90
90
520
520
520
520
520
520
520
520
1600
1450
1350
775
850
1650
1400
900
1,400,000
1,300,000
1,200,000
1,100,000
1,100,000
1,200,000
1,100,000
1,000,000
1250
775
575
350
450
675
375
175
575
350
275
150
200
300
175
75
70
70
70
70
70
70
70
70
335
335
335
335
335
335
335
335
1200
1000
825
475
525
1050
850
550
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
NELMA
NSLB
1250
775
575
350
450
675
375
175
575
350
275
150
200
300
175
75
85
85
85
85
85
85
85
85
555
555
555
555
555
555
555
555
1200
1000
825
475
525
1050
850
550
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
NELMA
NSLB
1250
775
575
350
450
675
375
175
575
350
275
150
200
300
175
75
70
70
70
70
70
70
70
70
335
335
335
335
335
335
335
335
1200
1000
825
475
525
1050
850
550
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
NELMA
NSLB
Grading
Rules
Agency
DOUGLAS FIR-LARCH
Select Structural
No.1 & Btr
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
WCLIB
WWPA
DOUGLAS FIR-LARCH (NORTH)
Select Structural
No.1/No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NLGA
DOUGLAS FIR-SOUTH
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
WWPA
EASTERN HEMLOCK-BALSAM FIR
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
EASTERN HEMLOCK-TAMARACK
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
EASTERN SOFTWOODS
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 4A
283
Base Design Values for Visually Graded Dimension Lumber (Cont.)
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal
load duration and dry service conditions. See NDS 2.3 for a comprehensive description of design
value adjustment factors.)
USE WITH TABLE 4A ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
S
EASTERN WHITE PINE
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
1250
775
575
350
450
675
375
175
575
350
275
150
200
300
175
75
70
70
70
70
70
70
70
70
350
350
350
350
350
350
350
350
1200
1000
825
475
525
1050
850
550
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
1400
1100
975
850
500
675
975
550
250
925
725
625
525
300
400
600
325
150
75
75
75
75
75
75
75
75
75
405
405
405
405
405
405
405
405
405
1500
1350
1350
1300
725
800
1550
1300
850
1,600,000
1,500,000
1,500,000
1,300,000
1,200,000
1,200,000
1,300,000
1,200,000
1,100,000
1300
1000
575
775
1150
650
300
775
575
325
450
650
350
175
75
75
75
75
75
75
75
370
370
370
370
370
370
370
1700
1450
850
925
1750
1500
975
1,700,000
1,600,000
1,400,000
1,400,000
1,500,000
1,400,000
1,300,000
1000
725
700
400
550
800
450
225
600
425
425
250
325
475
275
125
100
100
100
100
100
100
100
100
620
620
620
620
620
620
620
620
875
700
550
325
350
725
575
375
1,300,000
1,200,000
1,100,000
1,000,000
1,000,000
1,100,000
1,000,000
900,000
1150
825
800
475
625
925
525
250
675
500
475
275
375
550
300
150
85
85
85
85
85
85
85
85
800
800
800
800
800
800
800
800
1000
825
625
375
400
850
650
425
1,100,000
1,000,000
900,000
800,000
800,000
900,000
800,000
800,000
1400
1000
975
550
750
1100
625
300
800
575
575
325
450
650
350
175
110
110
110
110
110
110
110
110
885
885
885
885
885
885
885
885
1150
925
725
425
450
975
750
500
1,400,000
1,400,000
1,300,000
1,200,000
1,200,000
1,200,000
1,100,000
1,000,000
NELMA
NSLB
HEM-FIR
Select Structural
No.1 & Btr
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
SUPPLEMENT
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
WCLIB
WWPA
HEM-FIR (NORTH)
Select Structural
No.1/No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NLGA
MIXED MAPLE
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NELMA
MIXED OAK
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NELMA
NORTHERN RED OAK
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
AMERICAN FOREST & PAPER ASSOCIATION
NELMA
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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101256503
284
SUPPLEMENT
Table 4A
Base Design Values for Visually Graded Dimension Lumber (Cont.)
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal
load duration and dry service conditions. See NDS 2.3 for a comprehensive description of design
value adjustment factors.)
USE WITH TABLE 4A ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Size
classification
Bending
Fb
2"-4" thick
1000
600
350
475
700
400
175
450
275
150
225
300
175
75
65
65
65
65
65
65
65
350
350
350
350
350
350
350
1100
850
500
550
1050
875
575
1,100,000
1,100,000
1,000,000
1,000,000
1,000,000
900,000
900,000
775
575
550
325
425
625
350
175
450
325
325
175
250
375
200
100
60
60
60
60
60
60
60
60
370
370
370
370
370
370
370
370
750
600
475
275
300
625
475
325
800,000
700,000
700,000
600,000
600,000
700,000
600,000
600,000
1300
925
900
525
700
1050
575
275
750
550
525
300
425
600
325
150
105
105
105
105
105
105
105
105
615
615
615
615
615
615
615
615
1100
900
700
400
450
925
725
475
1,700,000
1,600,000
1,500,000
1,300,000
1,300,000
1,400,000
1,300,000
1,200,000
1150
825
800
475
625
925
525
250
675
500
475
275
375
550
300
150
85
85
85
85
85
85
85
85
820
820
820
820
820
820
820
820
1000
825
625
375
400
850
650
425
1,400,000
1,300,000
1,200,000
1,100,000
1,100,000
1,200,000
1,100,000
1,000,000
1750
1350
1100
975
775
925
725
525
425
575
825
450
225
1000
800
625
575
450
525
425
300
250
325
475
275
125
145
80
80
80
80
80
80
80
80
80
80
80
80
650
650
425
650
425
650
425
650
425
425
425
425
425
1850
1500
1100
1200
900
950
700
550
400
450
925
725
475
1,400,000
1,400,000
1,100,000
1,300,000
1,100,000
1,200,000
1,000,000
1,100,000
900,000
900,000
900,000
900,000
800,000
1250
875
500
675
1000
550
275
700
450
250
350
500
275
125
70
70
70
70
70
70
70
425
425
425
425
425
425
425
1400
1150
650
725
1400
1150
750
1,500,000
1,400,000
1,200,000
1,200,000
1,300,000
1,200,000
1,100,000
Grading
Rules
Agency
NORTHERN SPECIES
Select Structural
No.1/No.2
No.3
Stud
Construction
Standard
Utility
2"& wider
2"-4" thick
2"-4" wide
NLGA
NORTHERN WHITE CEDAR
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NELMA
RED MAPLE
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NELMA
RED OAK
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NELMA
REDWOOD
Clear Structural
Select Structural
Select Structural, open grain
No.1
No.1, open grain
No.2
No.2, open grain
No.3
No.3, open grain
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
RIS
SPRUCE-PINE-FIR
Select Structural
No.1/No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
AMERICAN WOOD COUNCIL
NLGA
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
284
1/12/02, 3:31 PM
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 4A
285
Base Design Values for Visually Graded Dimension Lumber (Cont.)
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal
load duration and dry service conditions. See NDS 2.3 for a comprehensive description of design
value adjustment factors.)
USE WITH TABLE 4A ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
1300
875
775
450
600
875
500
225
575
400
350
200
275
400
225
100
70
70
70
70
70
70
70
70
1000
725
700
400
550
800
450
225
600
425
425
250
325
475
275
125
900
675
675
375
525
775
425
200
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
335
335
335
335
335
335
335
335
1200
1050
1000
575
625
1200
1000
675
1,300,000
1,200,000
1,100,000
1,000,000
1,000,000
1,000,000
900,000
900,000
NELMA
NSLB
WCLIB
WWPA
75
75
75
75
75
75
75
75
425
425
425
425
425
425
425
425
1000
825
650
375
400
850
650
425
1,100,000
1,000,000
1,000,000
900,000
900,000
900,000
800,000
800,000
WCLIB
WWPA
400
300
300
175
225
350
200
100
70
70
70
70
70
70
70
70
335
335
335
335
335
335
335
335
1050
950
900
525
575
1100
925
600
1,200,000
1,100,000
1,000,000
900,000
900,000
1,000,000
900,000
800,000
WCLIB
WWPA
1200
875
850
475
650
950
525
250
700
500
500
275
375
550
325
150
110
110
110
110
110
110
110
110
800
800
800
800
800
800
800
800
1100
900
700
400
450
925
725
475
1,100,000
1,000,000
900,000
800,000
800,000
900,000
800,000
800,000
1000
725
700
400
550
800
450
200
575
425
400
225
325
475
250
125
75
75
75
75
75
75
75
75
420
420
420
420
420
420
420
420
900
725
575
325
350
750
575
375
1,500,000
1,400,000
1,300,000
1,200,000
1,200,000
1,300,000
1,100,000
1,100,000
Grading
Rules
Agency
S
SPRUCE-PINE-FIR (SOUTH)
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
WESTERN CEDARS
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
SUPPLEMENT
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
WESTERN WOODS
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
WHITE OAK
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NELMA
YELLOW POPLAR
Select Structural
No.1
No.2
No.3
Stud
Construction
Standard
Utility
1
2
2"-4" thick
2"& wider
2"-4" thick
2"-4" wide
NSLB
LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2
to 4 inch thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating
design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs
when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design
effect of size reductions due to shrinkage.
STRESS-RATED BOARDS. Stress-rated boards of nominal 1 inch, 1¼ inch, and 1½ inch thickness, 2 inches and wider, of most species, are permitted the
design values shown for Select Structural, No.1 & Btr, No.1, No.2, No.3, Stud, Construction, Standard, Utility, Clear Heart Structural, and Clear Structural
grades as shown in the 2 to 4 inches thick categories herein, when graded in accordance with the stress-rated board provisions in the applicable grading rules.
Information on stress-rated board grades applicable to the various species is available from the respective grading rules agencies. Information on additional
design values may also be available from the respective grading agencies.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 4B Adjustment Factors
Size Factor, CF
Appropriate size adjustment factors have already been
incorporated in the tabulated design values for most thicknesses of Southern Pine and Mixed Southern Pine
dimension lumber. For dimension lumber 4 inch thick, 8
inches and wider (all grades except Dense Structural 86,
Dense Structural 72, and Dense Structural 65), tabulated
bending design values, Fb, shall be permitted to be multiplied by the size factor, CF = 1.1. For dimension lumber
wider than 12 inches (all grades except Dense Structural
86, Dense Structural 72 and Dense Structural 65), tabulated bending, tension, and compression parallel to grain
design values for 12 inch wide lumber shall be multiplied
by the size factor, CF = 0.9. When the depth, d, of Dense
Structural 86, Dense Structural 72 or Dense Structural 65
dimension lumber exceeds 12 inches, the tabulated bending design value, Fb, shall be multiplied by the following
size factor:
Flat Use Factor, Cfu
Bending design values adjusted by size factors are
based on edgewise use (load applied to narrow face).
When dimension lumber is used flatwise (load applied to
wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors:
Flat Use Factors, Cfu
Thickness (breadth)
Width
(depth)
2" & 3"
4"
1.0
1.1
1.1
1.15
1.15
1.2
—
1.0
1.05
1.05
1.05
1.1
2" & 3"
4"
5"
6"
8"
10" & wider
Wet Service Factor, CM
When dimension lumber is used where moisture content will exceed 19% for an extended time period, design
values shall be multiplied by the appropriate wet service
factors from the following table (for surfaced dry Dense
Structural 86, Dense Structural 72, and Dense Structural
65 use tabulated surfaced green design values for wet service conditions without further adjustment):
CF = (12/d)1/9
Wet Service Factors, CM
Fb
0.85*
Ft
1.0
Fv
0.97
Fc⊥
0.67
Fc
0.8**
E
0.9
* when (Fb)(CF) ≤ 1150 psi, CM = 1.0
** when (Fc) ≤ 750 psi, CM = 1.0
Shear Stress Factor, CH
Tabulated shear design values parallel to grain have
been reduced to allow for the occurrence of splits, checks,
and shakes. Tabulated shear design values parallel to grain,
Fv, shall be permitted to be multiplied by the shear stress
factors specified in the following table when length of
split, or size of check or shake is known and no increase
in them is anticipated. When shear stress factors are used
for Southern Pine and Mixed Southern Pine, a tabulated
design value of Fv = 90 psi shall be assigned for all grades
of Southern Pine and Mixed Southern Pine dimension lumber. Shear stress factors shall be permitted to be linearly
interpolated.
Shear Stress Factors, CH
Length of split on wide
face of 2" (nominal)
lumber
no split
1/2 × wide face
3/4 × wide face
1 × wide face
1-1/2 × wide face or more
CH
2.00
1.67
1.50
1.33
1.00
Length of split on wide
face of 3" (nominal)
and thicker lumber
no split
1/2 × narrow face
3/4 × narrow face
1 × narrow face
1-1/2 × narrow face or more
CH
2.00
1.67
1.50
1.33
1.00
Size of shake* in
2" (nominal) and
thicker lumber
no shake
1/6 × narrow face
1/4 narrow face
1/3 × narrow face
1/2 × narrow face or more
CH
2.00
1.67
1.50
1.33
1.00
*Shake is measured at the end between lines enclosing the shake and perpendicular to the loaded face.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Repetitive Member Factor, Cr
Bending design values, Fb, for dimension lumber 2"
to 4" thick shall be multiplied by the repetitive member
factor, Cr = 1.15, when such members are used as joists,
truss chords, rafters, studs, planks, decking or similar
members which are in contact or spaced not more than
24" on centers, are not less than 3 in number and are joined
by floor, roof or other load distributing elements adequate
to support the design load.
EXCEPTION: When such members meet the following requirements:
•
•
used as studs to resist wind loads in a wall
assembly,
sheathed on the exterior with a minimum of
3/8-inch structural sheathing panels attached
to the studs using a minimum of 8d common
nails spaced a maximum of 6 inch o.c. at panel
edges and 12 inch o.c. in the field of the panels, and
sheathed on the interior with a minimum of
1/2-inch gypsum wallboard panels,
Load Duration Factor, CD
When the cumulative duration of the full maximum
load does not exceed the specified time period, all tabulated design values except modulus of elasticity, E, and
compression perpendicular to grain, Fc⊥ , shall be multiplied by the appropriate load duration factor, C D, as
follows:
Load Duration
permanent
ten years
two months
seven days
ten minutes
CD
0.90
1.00
1.15
1.25
1.60
Typical Design Loads
Dead Load
Occupancy Live Load
Snow Load
Construction Load
Wind/Earthquake Load
S
SUPPLEMENT
•
287
bending design values, Fb, shall be multiplied by the following repetitive member factors:
Repetitive Member Factor, Cr, for Stud Walls
Stud Size
2x4
2x6
2x8
2x10
2x12
Cr
1.50
1.35
1.25
1.20
1.15
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 4B
Design Values for Visually Graded Southern Pine Dimension Lumber
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4B ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
3050
2850
2650
2000
1850
1700
1700
1500
1350
850
1650
1600
1350
1100
1050
900
875
825
775
475
100
100
100
100
100
100
90
90
90
90
660
565
480
660
565
480
660
565
480
565
2250
2100
1950
2000
1850
1700
1850
1650
1600
975
1,900,000
1,800,000
1,700,000
1,800,000
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,400,000
1100
625
300
625
350
175
100
90
90
565
565
565
1800
1500
975
1,500,000
1,300,000
1,300,000
2700
2550
2350
1750
1650
1500
1450
1250
1150
750
1500
1400
1200
950
900
800
775
725
675
425
90
90
90
90
90
90
90
90
90
90
660
565
480
660
565
480
660
565
480
565
2150
2000
1850
1900
1750
1600
1750
1600
1500
925
1,900,000
1,800,000
1,700,000
1,800,000
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,400,000
2450
2300
2100
1650
1500
1350
1400
1200
1100
700
1350
1300
1100
875
825
725
675
650
600
400
90
90
90
90
90
90
90
90
90
90
660
565
480
660
565
480
660
565
480
565
2050
1900
1750
1800
1650
1550
1700
1550
1450
875
1,900,000
1,800,000
1,700,000
1,800,000
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,400,000
2150
2050
1850
1450
1300
1200
1200
1050
950
600
1200
1100
950
775
725
650
625
575
550
325
90
90
90
90
90
90
90
90
90
90
660
565
480
660
565
480
660
565
480
565
2000
1850
1750
1750
1600
1500
1650
1500
1400
850
1,900,000
1,800,000
1,700,000
1,800,000
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,400,000
2050
1900
1750
1350
1250
1150
1150
975
900
575
1100
1050
900
725
675
600
575
550
525
325
90
90
90
90
90
90
90
90
90
90
660
565
480
660
565
480
660
565
480
565
1950
1800
1700
1700
1600
1500
1600
1450
1350
825
1,900,000
1,800,000
1,700,000
1,800,000
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,400,000
Grading
Rules
Agency
SOUTHERN PINE
Dense Select Structural
Select Structural
Non-Dense Select Structural
No.1 Dense
No.1
No.1 Non-Dense
No.2 Dense
No.2
No.2 Non-Dense
No.3 and Stud
Construction
Standard
Utility
2"-4" thick
2"-4" wide
2"-4" thick
4" wide
Dense Select Structural
Select Structural
Non-Dense Select Structural
No.1 Dense
No.1
No.1 Non-Dense
No.2 Dense
No.2
No.2 Non-Dense
No.3 and Stud
Dense Select Structural
Select Structural
Non-Dense Select Structural
No.1 Dense
No.1
No.1 Non-Dense
No.2 Dense
No.2
No.2 Non-Dense
No.3 and Stud
Dense Select Structural
Select Structural
Non-Dense Select Structural
No.1 Dense
No.1
No.1 Non-Dense
No.2 Dense
No.2
No.2 Non-Dense
No.3 and Stud
Dense Select Structural
Select Structural
Non-Dense Select Structural
No.1 Dense
No.1
No.1 Non-Dense
No.2 Dense
No.2
No.2 Non-Dense
No.3 and Stud
2"-4" thick
5"-6" wide
2"-4" thick
8" wide
2"-4" thick
10" wide
2"-4" thick
12" wide4
AMERICAN WOOD COUNCIL
SPIB
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 4B
289
Design Values for Visually Graded Southern Pine Dimension Lumber (Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4B ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
2"-4" thick
2600
2200
2000
SOUTHERN PINE
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
(Surfaced Dry - Used in dry service conditions — 19% or less moisture content)
Dense Structural 86
Dense Structural 72
Dense Structural 65
2"& wider
SOUTHERN PINE
1750
1450
1300
155
130
115
660
660
660
2000
1650
1500
1,800,000
1,800,000
1,800,000
SPIB
1,600,000
1,600,000
1,600,000
SPIB
S
(Surfaced Green - Used in any service condition)
2-1/2"-4" thick
2-1/2"& wider
2100
1750
1600
1400
1200
1050
145
120
110
440
440
440
1300
1100
1000
2050
1450
1300
750
1200
875
775
450
100
100
90
90
565
565
565
565
1800
1650
1650
950
1,600,000
1,500,000
1,400,000
1,200,000
1000
550
275
600
325
150
100
90
90
565
565
565
1700
1450
950
1,300,000
1,200,000
1,100,000
1850
1300
1150
675
1100
750
675
400
90
90
90
90
565
565
565
565
1700
1550
1550
875
1,600,000
1,500,000
1,400,000
1,200,000
1750
1200
1050
625
1000
700
625
375
90
90
90
90
565
565
565
565
1600
1450
1450
850
1,600,000
1,500,000
1,400,000
1,200,000
1500
1050
925
525
875
600
550
325
90
90
90
90
565
565
565
565
1600
1450
1450
825
1,600,000
1,500,000
1,400,000
1,200,000
1400
975
875
500
825
575
525
300
90
90
90
90
565
565
565
565
1550
1400
1400
800
1,600,000
1,500,000
1,400,000
1,200,000
MIXED SOUTHERN PINE
Select Structural
No.1
No.2
No.3 and Stud
2"-4" thick
2"-4" wide
Construction
Standard
Utility
2"-4" thick
4" wide
Select Structural
No.1
No.2
No.3 and Stud
2"-4" thick
5"-6" wide
Select Structural
No.1
No.2
No.3 and Stud
2"-4" thick
Select Structural
No.1
No.2
No.3 and Stud
2"-4" thick
Select Structural
No.1
No.2
No.3 and Stud
2"-4" thick
8" wide
10" wide
12" wide
SUPPLEMENT
Dense Structural 86
Dense Structural 72
Dense Structural 65
SPIB
1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2
to 4 inch thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating
design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs
when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design
effect of size reductions due to shrinkage.
2. STRESS-RATED BOARDS. Information for various grades of Southern Pine stress-rated boards of nominal 1 inch, 1¼ inch, and 1½ inch thickness, 2 inches
and wider, is available from the Southern Pine Inspection Bureau (SPIB) in the “Standard Grading Rules for Southern Pine Lumber.”
3. SPRUCE PINE. To obtain recommended design values for Spruce Pine graded to SPIB rules, multiply the appropriate design values for Mixed Southern Pine
by the corresponding conversion factor shown below and round to the nearest 100,000 psi for E; to the next lower multiple of 5 psi for Fv and Fc⊥; to the next
lower multiple of 50 psi for Fb, Ft and Fc if 1000 psi or greater, 25 psi otherwise.
4. SIZE FACTOR. For sizes wider than 12 inches, use size factors for Fb, Ft, and Fc specified for the 12 inch width. Use 100% of the Fv, Fc⊥, and E specified for the
12 inch width.
CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE
Tension
Shear
Compression
Compression
Modulus
Bending
parallel
parallel
perpendicular
parallel
of
to grain
to grain
to grain
to grain
Elasticity
Fb
Ft
Fv
Fc⊥
Fc
E
Conversion
Factor
0.78
0.78
0.98
0.73
0.78
0.82
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 4C Adjustment Factors
Flat Use Factor, Cfu
Bending design values adjusted by size factors are
based on edgewise use (load applied to narrow face).
When dimension lumber is used flatwise (load applied to
wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors:
Wet Service Factor, CM
When dimension lumber is used where moisture content will exceed 19% for an extended time period, design
values shall be multiplied by the appropriate wet service
factors from the following table:
Wet Service Factors, CM
Flat Use Factors, Cfu
Width
(depth)
Thickness (breadth)
2" & 3"
4"
5"
6"
8"
10" & wider
1.0
1.1
1.1
1.15
1.15
1.2
Ft
Fv
Fc⊥
Fc
E
0.85*
1.0
0.97
0.67
0.8
0.9
* when Fb ≤ 1150 psi, CM = 1.0
2"
Shear Stress Factor, CH
Fb
Tabulated shear design values parallel to grain have
been reduced to allow for the occurrence of splits, checks
and shakes. Tabulated shear design values parallel to grain,
Fv, shall be permitted to be multiplied by the shear stress
factors specified in the following table when length of
split, or size of check or shake is known and no increase
in them is anticipated. Shear stress factors shall be permitted to be linearly interpolated.
Shear Stress Factors, CH
Length of split on wide
face of 2" (nominal)
lumber
no split
1/2 × wide face
3/4 × wide face
1 × wide face
1-1/2 × wide face or more
CH
2.00
1.67
1.50
1.33
1.00
Length of split on wide
face of 3" (nominal)
and thicker lumber
no split
1/2 × narrow face
3/4 × narrow face
1 × narrow face
1-1/2 × narrow face or more
Size of shake* in
2" (nominal) and
thicker lumber
CH
2.00
1.67
1.50
1.33
1.00
no shake
1/6 × narrow face
1/4 narrow face
1/3 × narrow face
1/2 × narrow face or more
CH
2.00
1.67
1.50
1.33
1.00
*Shake is measured at the end between lines enclosing the shake and perpendicular to the loaded face.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Repetitive Member Factor, Cr
Bending design values, Fb, for dimension lumber 2 to
4 inch thick shall be multiplied by the repetitive member
factor, Cr = 1.15, when such members are used as joists,
truss chords, rafters, studs, planks, decking, or similar
members which are in contact or spaced not more than 24
inches on centers, are not less than 3 in number and are
joined by floor, roof, or other load distributing elements
adequate to support the design load.
EXCEPTION: When such members meet the following requirements:
•
•
used as studs to resist wind loads in a wall
assembly,
sheathed on the exterior with a minimum of
3/8-inch structural sheathing panels attached
to the studs using a minimum of 8d common
nails spaced a maximum of 6 inches o.c. at
panel edges and 12 inch o.c. in the field of
the panels, and
sheathed on the interior with a minimum of
1/2 inch gypsum wallboard panels,
Load Duration Factor, CD
When the cumulative duration of the full maximum
load does not exceed the specified time period, all tabulated design values except modulus of elasticity, E, and
compression perpendicular to grain, Fc⊥ , shall be multiplied by the appropriate load duration factor, C D, as
follows:
Load Duration
permanent
ten years
two months
seven days
ten minutes
CD
0.90
1.00
1.15
1.25
1.60
Typical Design Loads
Dead Load
Occupancy Live Load
Snow Load
Construction Load
Wind/Earthquake Load
S
SUPPLEMENT
•
291
bending design values, Fb, shall be multiplied by the following repetitive member factors:
Repetitive Member Factor, Cr, for Stud Walls
Stud Size
2x4
2x6
2x8
2x10
2x12
Cr
1.50
1.35
1.25
1.20
1.15
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 4C
Design Values for Mechanically Graded Dimension Lumber1,2,3
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4C ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
MACHINE STRESS RATED (MSR) LUMBER
900f-1.0E
1200f-1.2E
1250f-1.4E
1350f-1.3E
1400f-1.2E
1450f-1.3E
900
1200
1250
1350
1400
1450
350
600
800
750
800
800
1050
1400
1475
1600
1600
1625
1,000,000
1,200,000
1,400,000
1,300,000
1,200,000
1,300,000
WCLIB, WWPA
NLGA, WCLIB, WWPA
WCLIB
NLGA, WCLIB, WWPA
NLGA
NLGA, WCLIB, WWPA
1500f-1.3E
1500f-1.4E
1600f-1.4E
1650f-1.3E
1650f-1.5E
1650f-1.6E
1500
1500
1600
1650
1650
1650
900
900
950
1020
1020
1175
1650
1650
1675
1700
1700
1700
1,300,000
1,400,000
1,400,000
1,300,000
1,500,000
1,600,000
WWPA
NLGA, WCLIB, WWPA
NLGA
NLGA, WWPA
NLGA, SPIB, WCLIB, WWPA
WCLIB, WWPA
1700f-1.6E
1750f-2.0E
1800f-1.5E
1800f-1.6E
1950f-1.5E
1950f-1.7E
1700
1750
1800
1800
1950
1950
1175
1125
1300
1175
1375
1375
1725
1725
1750
1750
1800
1800
1,600,000
2,000,000
1,500,000
1,600,000
1,500,000
1,700,000
WCLIB
WCLIB
NLGA, WWPA
NLGA, SPIB, WCLIB, WWPA
SPIB, WWPA
NLGA, SPIB, WCLIB, WWPA
2000
2100
2250
2250
2250
2400
2400
1300
1575
1750
1750
1750
1925
1925
1825
1875
1925
1925
1925
1975
1975
1,600,000
1,800,000
1,700,000
1,800,000
1,900,000
1,800,000
2,000,000
NLGA
NLGA,
NLGA,
NLGA,
NLGA,
NLGA,
NLGA,
2500
2550
2700
2700
2850
3000
1750
2050
1800
2150
2300
2400
2000
2025
2100
2100
2150
2200
2,200,000
2,100,000
2,000,000
2,200,000
2,300,000
2,400,000
WCLIB
NLGA, SPIB, WCLIB, WWPA
WCLIB, WWPA
NLGA, SPIB, WCLIB, WWPA
NLGA, SPIB, WCLIB, WWPA
NLGA, SPIB
900
1100
1200
1300
1400
1400
1550
1600
1600
1800
1800
1800
1950
2000
2000
2000
2300
2350
2400
2700
2750
2800
3000
2200
1550
500
600
650
700
800
800
850
850
950
1000
1100
1300
1300
1200
1300
1600
1400
1500
1900
1800
2000
1800
2000
1600
850
1050
1300
1400
1500
1600
1600
1675
1675
1675
1750
1750
1750
2050
1825
1825
2100
1950
1950
1975
2100
2100
2150
2400
1900
1650
1,100,000
1,000,000
1,100,000
1,300,000
1,400,000
1,200,000
1,500,000
1,600,000
1,400,000
1,700,000
1,500,000
1,500,000
1,700,000
1,800,000
1,600,000
1,900,000
1,900,000
1,700,000
1,800,000
1,900,000
2,200,000
2,000,000
2,100,000
1,700,000
1,700,000
SPIB
SPIB
SPIB
SPIB
SPIB
NLGA, SPIB
NLGA, SPIB
NLGA, SPIB
NLGA, SPIB
NLGA, SPIB
NLGA, SPIB
SPIB
SPIB
NLGA, SPIB
NLGA, SPIB
SPIB
NLGA, SPIB
NLGA, SPIB
NLGA, SPIB
NLGA, SPIB
NLGA, SPIB
NLGA, SPIB
SPIB
SPIB
SPIB
2"& less in thickness
2000f-1.6E
2100f-1.8E
2250f-1.7E
2250f-1.8E
2250f-1.9E
2400f-1.8E
2400f-2.0E
2"& wider
2500f-2.2E
2550f-2.1E
2700f-2.0E
2700f-2.2E
2850f-2.3E
3000f-2.4E
SPIB, WCLIB, WWPA
WWPA
WCLIB, WWPA
SPIB, WCLIB, WWPA
WWPA
SPIB, WCLIB, WWPA
MACHINE EVALUATED LUMBER (MEL)
M-5
M-6
M-7
M-8
M-9
M-10
M-11
M-12
M-13
M-14
M-15
M-16
M-17[4]
M-18
M-19
M-20[4]
M-21
M-22
M-23
M-24
M-25
M-26
M-27[4]
M-28
M-29
2"& less in thickness
2"& wider
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 4C
293
Footnotes
1
LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2
inch to 4 inch thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In
calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size
that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets
the design effect of size reductions due to shrinkage.
2
SHEAR PARALLEL TO GRAIN, Fv, COMPRESSION PERPENDICULAR TO GRAIN, Fc⊥⊥, AND SPECIFIC GRAVITY, G. Design values for shear
parallel to grain, Fv, and compression perpendicular to grain, Fc⊥, are identical to the design values given in Tables 4A and 4B for No. 2 visually graded lumber
of the appropriate species. If “Fv” or “Fc⊥” values are shown on the grade stamp and differ from the values shown in Tables 4A and 4B, the values shown on the
grade stamp shall be used for design (examples include Spruce-Pine-Fir MSR or MEL grades with “E” of 2,000,000 psi and higher where Fc⊥ = 615 psi, and
Southern Pine MSR or MEL grades with “E” of 1,900,000 psi and higher where Fc⊥ = 805 psi and Fv = 100 psi).
3
MODULUS OF ELASTICITY, E, AND TENSION PARALLEL TO GRAIN, Ft. For any given bending design value, Fb, the modulus of elasticity, E, and
tension parallel to grain, Ft, design value may vary depending upon species, timber source, or other variables. The “E” and “Ft” values included in the “Fb-E”
grade designations in Table 4C are those usually associated with each “Fb” level. Grade stamps may show higher or lower values if machine rating indicates the
assignment is appropriate. When the “E” or “Ft” values shown on a grade stamp differs from the values in Table 4C, the values shown on the grade stamp shall
be used for design. The tabulated “Fb” and “Fc” values associated with the designated “Fb” value shall be used for design.
4
COMPRESSION PARALLEL TO GRAIN, Fc. This grade requires “Fc” qualification and quality control.
AMERICAN FOREST & PAPER ASSOCIATION
S
SUPPLEMENT
In some cases, grades of MSR or MEL lumber may have assigned specific gravity, G, values different from overall species values shown in several NDS tables.
“G” values for these grades are sometimes determined on a mill-specific basis and may be included on the grade stamp; alternatively, where a grade of a given
species group can be shown to have consistently higher specific gravity at all producing mills, the higher “G” value is sometimes assigned generically to that
grade (examples include Engelmann Spruce-Lodgepole Pine MSR for 1650f and higher grades where G = 0.46, and Spruce-Pine-Fir MSR or MEL grades with
“E” of 2,000,000 psi and higher where G = 0.50, and Southern Pine MSR or MEL grades with “E” of 1,900,000 psi and higher where G=0.57). These higher than
overall species “G” values can be used in formula provided by the grading rules to obtain higher “Fv” and “Fc⊥” values.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 4D
SUPPLEMENT
Adjustment Factors
Load Duration Factor, CD
When the cumulative duration of the full maximum
load does not exceed the specified time period, all tabulated design values except modulus of elasticity, E, and
compression perpendicular to grain, Fc⊥ , shall be multiplied by the appropriate load duration factor, C D, as
follows:
Load Duration
permanent
ten years
two months
seven days
ten minutes
CD
0.90
1.00
1.15
1.25
1.60
Typical Design Loads
Dead Load
Occupancy Live Load
Snow Load
Construction Load
Wind/Earthquake Load
Wet Service Factor, CM
When timbers are used where moisture content will
exceed 19% for an extended time period, design values
shall be multiplied by the appropriate wet service factors
from the following table (for Southern Pine and Mixed
Southern Pine use tabulated design values without further adjustment):
Wet Service Factors, CM
Fb
Ft
Fv
Fc⊥
Fc
E
1.00
1.00
1.00
0.67
0.91
1.00
Size Factor, CF
When the depth, d, of a beam, stringer, post, or timber exceeds 12 inches, the tabulated bending design value,
Fb, shall be multiplied by the following size factor:
CF = (12/d)1/9
Shear Stress Factor, CH
Tabulated shear design values parallel to grain have
been reduced to allow for the occurrence of splits, checks
and shakes. Tabulated shear design values parallel to grain,
Fv , shall be permitted to be multiplied by the shear stress
factors specified in the following table when length of
split, or size of check or shake is known and no increase
in them is anticipated. When shear stress factors are used
for Redwood, Southern Pine, and Mixed Southern Pine, a
tabulated design value of Fv = 80 psi shall be assigned for
all grades of Redwood, and a tabulated design value of Fv
= 90 psi shall be assigned for all grades of Southern Pine
and Mixed Southern Pine. Shear stress factors shall be
permitted to be linearly interpolated.
Shear Stress Factors, CH
Length of split on wide
face of 2" (nominal)
lumber
no split
1/2 × wide face
3/4 × wide face
1 × wide face
1-1/2 × wide face or more
CH
2.00
1.67
1.50
1.33
1.00
Size of shake* in
5" (nominal) and
thicker lumber
no split
1/2 × narrow face
3/4 × narrow face
1 × narrow face
1-1/2 × narrow face or more
CH
2.00
1.67
1.50
1.33
1.00
*Shake is measured at the end between lines enclosing the shake and perpendicular to the loaded face.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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Table 4D
295
Design Values for Visually Graded Timbers (5" x 5" and larger)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
1350
1100
725
900
750
350
65
65
65
305
305
305
950
800
500
1,400,000
1,400,000
1,100,000
NELMA
BALSAM FIR
Beams and
Stringers
Select Structural
No.1
No.2
Posts and
Timbers
1250
1000
575
825
675
375
65
65
65
305
305
305
1000
875
400
1,400,000
1,400,000
1,100,000
Select Structural
No.1
No.2
Beams and
Stringers
1650
1400
900
975
700
450
90
90
90
715
715
715
975
825
525
1,500,000
1,500,000
1,200,000
Select Structural
No.1
No.2
Posts and
Timbers
1550
1250
725
1050
850
475
90
90
90
715
715
715
1050
900
425
1,500,000
1,500,000
1,200,000
Select Structural
No.1
No.2
Beams and
Stringers
1150
950
625
675
475
325
60
60
60
455
455
455
775
650
425
1,500,000
1,500,000
1,200,000
Select Structural
No.1
No.2
Posts and
Timbers
1100
875
525
725
575
350
60
60
60
455
455
455
825
725
500
1,500,000
1,500,000
1,200,000
1900
1600
1550
1350
875
1100
950
775
675
425
85
85
85
85
85
730
625
730
625
625
1300
1100
1100
925
600
1,700,000
1,600,000
1,700,000
1,600,000
1,300,000
1750
1500
1400
1200
750
1150
1000
950
825
475
85
85
85
85
85
730
625
730
625
625
1350
1150
1200
1000
700
1,700,000
1,600,000
1,700,000
1,600,000
1,300,000
Beams and
Stringers
1850
1600
1550
1350
1000
875
1100
950
775
675
500
425
85
85
85
85
85
85
730
625
730
625
730
625
1300
1100
1100
925
700
600
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,300,000
Posts and
Timbers
1750
1500
1400
1200
800
700
1150
1000
950
825
550
475
85
85
85
85
85
85
730
625
730
625
730
625
1350
1150
1200
1000
550
475
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,300,000
S
NSLB
BEECH-BIRCH-HICKORY
NELMA
SUPPLEMENT
Select Structural
No.1
No.2
COAST SITKA SPRUCE
NLGA
DOUGLAS FIR-LARCH
Dense Select Structural
Select Structural
Dense No.1
No.1
No.2
Beams and
Stringers
Dense Select Structural
Select Structural
Dense No.1
No.1
No.2
Posts and
Timbers
Dense Select Structural
Select Structural
Dense No.1
No.1
Dense No.2
No.2
Dense Select Structural
Select Structural
Dense No.1
No.1
Dense No.2
No.2
WCLIB
WWPA
DOUGLAS FIR-LARCH (NORTH)
Select Structural
No.1
No.2
Beams and
Stringers
1600
1300
875
950
675
425
85
85
85
625
625
625
1100
925
600
1,600,000
1,600,000
1,300,000
Select Structural
No.1
No.2
Posts and
Timbers
1500
1200
725
1000
825
475
85
85
85
625
625
625
1150
1000
700
1,600,000
1,600,000
1,300,000
Select Structural
No.1
No.2
Beams and
Stringers
1550
1300
825
900
625
425
85
85
85
520
520
520
1000
850
525
1,200,000
1,200,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
1400
1150
650
950
775
400
85
85
85
520
520
520
1050
925
425
1,200,000
1,200,000
1,000,000
NLGA
DOUGLAS FIR-SOUTH
AMERICAN FOREST & PAPER ASSOCIATION
WWPA
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 4D
Design Values for Visually Graded Timbers (5" x 5" and larger) (Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
NELMA
Size
classification
Bending
Fb
Select Structural
No.1
No.2
Beams and
Stringers
1350
1150
750
925
775
375
80
80
80
550
550
550
950
800
550
1,200,000
1,200,000
900,000
Select Structural
No.1
No.2
Posts and
Timbers
1250
1050
600
850
700
400
80
80
80
550
500
550
1000
875
400
1,200,000
1,200,000
900,000
EASTERN HEMLOCK
NSLB
EASTERN HEMLOCK-TAMARACK
Select Structural
No.1
No.2
Beams and
Stringers
1400
1150
750
925
775
375
80
80
80
555
555
555
950
800
500
1,200,000
1,200,000
900,000
Select Structural
No.1
No.2
Posts and
Timbers
1300
1050
600
875
700
400
80
80
80
555
555
555
1000
875
400
1,200,000
1,200,000
900,000
NELMA
NSLB
EASTERN HEMLOCK-TAMARACK (N)
Select Structural
No.1
No.2
Beams and
Stringers
1450
1200
775
850
600
400
85
85
85
555
555
555
950
800
500
1,300,000
1,300,000
1,100,000
Select Structural
No.1
No.2
Posts and
Timbers
1350
1100
650
900
725
425
85
85
85
555
555
555
1000
875
600
1,300,000
1,300,000
1,100,000
Select Structural
No.1
No.2
Beams and
Stringers
1050
900
575
725
600
275
65
65
65
390
390
390
750
625
375
1,400,000
1,400,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
1000
800
450
675
550
300
65
65
65
390
390
390
775
675
300
1,400,000
1,400,000
1,000,000
Select Structural
No.1
No.2
Beams and
Stringers
1050
875
575
700
600
275
65
65
65
350
350
350
675
575
400
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Posts and
Timbers
975
800
450
650
525
300
65
65
65
350
350
350
725
625
325
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Beams and
Stringers
1300
1050
675
750
525
350
70
70
70
405
405
405
925
750
500
1,300,000
1,300,000
1,100,000
Select Structural
No.1
No.2
Posts and
Timbers
1200
975
575
800
650
375
70
70
70
405
405
405
975
850
575
1,300,000
1,300,000
1,100,000
Select Structural
No.1
No.2
Beams and
Stringers
1250
1050
675
725
525
325
70
70
70
405
405
405
925
775
475
1,300,000
1,300,000
1,100,000
Select Structural
No.1
No.2
Posts and
Timbers
1200
950
525
800
650
350
70
70
70
405
405
405
975
850
375
1,300,000
1,300,000
1,100,000
Select Structural
No.1
No.2
Beams and
Stringers
1250
1000
675
725
500
325
70
70
70
370
370
370
900
750
475
1,300,000
1,300,000
1,100,000
Select Structural
No.1
No.2
Posts and
Timbers
1150
925
550
775
625
375
70
70
70
370
370
370
950
850
575
1,300,000
1,300,000
1,100,000
NLGA
EASTERN SPRUCE
NELMA
NSLB
EASTERN WHITE PINE
NELMA
NSLB
HEM-FIR
WCLIB
WWPA
HEM-FIR (NORTH)
AMERICAN WOOD COUNCIL
NLGA
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 4D
297
Design Values for Visually Graded Timbers (5" x 5" and larger) (Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
1150
975
625
700
500
325
90
90
90
620
620
620
725
600
375
1,100,000
1,100,000
900,000
Grading
Rules
Agency
MIXED MAPLE
Beams and
Stringers
Select Structural
No.1
No.2
Posts and
Timbers
1100
875
500
725
600
350
90
90
90
620
620
620
750
650
300
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Beams and
Stringers
1350
1150
725
800
550
375
80
80
80
800
800
800
825
700
450
1,000,000
1,000,000
800,000
Select Structural
No.1
No.2
Posts and
Timbers
1250
1000
575
850
675
400
80
80
80
800
800
800
875
775
350
1,000,000
1,000,000
800,000
5"x 5"
& larger
1500
1350
850
1000
900
550
110
110
95
375
375
375
900
800
525
1,300,000
1,300,000
1,000,000
Select Structural
No.1
No.2
Beams and
Stringers
1350
1100
725
775
550
375
85
85
85
570
570
570
875
725
475
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Posts and
Timbers
1250
1000
625
825
675
400
85
85
85
570
570
570
925
800
550
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Beams and
Stringers
1250
1050
675
850
700
350
65
65
65
435
435
435
850
725
450
1,300,000
1,300,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
1150
950
550
800
650
375
65
65
65
435
435
435
900
800
375
1,300,000
1,300,000
1,000,000
Select Structural
No.1
No.2
Beams and
Stringers
1600
1350
875
950
675
425
105
105
105
885
885
885
950
800
500
1,300,000
1,300,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
1500
1200
700
1000
800
475
105
105
105
885
885
885
1000
875
400
1,300,000
1,300,000
1,000,000
NELMA
MIXED OAK
MIXED SOUTHERN PINE
Select Structural
No.1
No.2
NELMA
S
SUPPLEMENT
Select Structural
No.1
No.2
(Wet Service Conditions)
SPIB
MOUNTAIN HEMLOCK
WCLIB
NORTHERN PINE
NELMA
NSLB
NORTHERN RED OAK
NELMA
NORTHERN WHITE CEDAR
Select Structural
No.1
No.2
Beams and
Stringers
900
750
500
600
500
250
60
60
60
370
370
370
600
500
325
700,000
700,000
600,000
Select Structural
No.1
No.2
Posts and
Timbers
850
675
400
575
450
250
60
60
60
370
370
370
650
550
250
700,000
700,000
600,000
Select Structural
No.1
No.2
Beams and
Stringers
1100
925
600
725
500
300
65
65
65
535
535
535
750
625
400
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Posts and
Timbers
1000
825
475
675
550
325
65
65
65
535
535
535
800
700
325
1,100,000
1,100,000
900,000
NELMA
PONDEROSA PINE
AMERICAN FOREST & PAPER ASSOCIATION
NLGA
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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298
SUPPLEMENT
Table 4D
Design Values for Visually Graded Timbers (5" x 5" and larger) (Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Select Structural
No.1
No.2
Beams and
Stringers
1500
1250
800
875
625
400
100
100
100
615
615
615
900
750
475
1,500,000
1,500,000
1,200,000
Select Structural
No.1
No.2
Posts and
Timbers
1400
1150
650
925
750
425
100
100
100
615
615
615
950
825
375
1,500,000
1,500,000
1,200,000
Select Structural
No.1
No.2
Beams and
Stringers
1350
1150
725
800
550
375
80
80
80
820
820
820
825
700
450
1,200,000
1,200,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
1250
1000
575
850
675
400
80
80
80
820
820
820
875
775
350
1,200,000
1,200,000
1,000,000
Select Structural
No.1
No.2
Beams and
Stringers
1050
875
575
625
450
300
65
65
65
440
440
440
725
600
375
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Posts and
Timbers
1000
800
475
675
550
325
65
65
65
440
440
440
775
675
475
1,100,000
1,100,000
900,000
1850
1400
1200
975
1250
950
800
650
135
95
95
95
650
650
650
650
1650
1200
1050
900
1,300,000
1,300,000
1,300,000
1,100,000
Species and
commercial grade
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
RED MAPLE
NELMA
RED OAK
NELMA
RED PINE
NLGA
REDWOOD
Clear Heart Structural or
Clear Structural
Select Structural
No.1
No.2
5"x 5"
& larger
RIS
SITKA SPRUCE
Select Structural
No.1
No.2
Beams and
Stringers
1200
1000
650
675
500
325
70
70
70
435
435
435
825
675
450
1,300,000
1,300,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
1150
925
550
750
600
350
70
70
70
435
435
435
875
750
525
1,300,000
1,300,000
1,000,000
SOUTHERN PINE
WCLIB
(Wet Service Conditions)
Dense Select Structural
Select Structural
No.1 Dense
No.1
No.2 Dense
No.2
Dense Structural 86
Dense Structural 72
Dense Structural 65
5"x 5"
& larger
1750
1500
1550
1350
975
850
2100
1750
1600
1200
1000
1050
900
650
550
1400
1200
1050
110
110
110
110
100
100
145
120
110
440
375
440
375
440
375
440
440
440
1100
950
975
825
625
525
1300
1100
1000
1,600,000
1,500,000
1,600,000
1,500,000
1,300,000
1,200,000
1,600,000
1,600,000
1,600,000
SPIB
SPRUCE-PINE-FIR
Select Structural
No.1
No.2
Beams and
Stringers
1100
900
600
650
450
300
65
65
65
425
425
425
775
625
425
1,300,000
1,300,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
1050
850
500
700
550
325
65
65
65
425
425
425
800
700
500
1,300,000
1,300,000
1,000,000
AMERICAN WOOD COUNCIL
NLGA
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
298
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 4D
299
Design Values for Visually Graded Timbers (5" x 5" and larger) (Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
SPRUCE-PINE-FIR (SOUTH)
Beams and
Stringers
1050
900
575
625
450
300
65
65
65
335
335
335
675
550
375
1,200,000
1,200,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
1000
800
475
675
550
325
65
65
65
335
335
335
700
625
425
1,200,000
1,200,000
1,000,000
Select Structural
No.1
No.2
Beams and
Stringers
1150
975
625
675
475
325
70
70
70
425
425
425
875
725
475
1,000,000
1,000,000
800,000
Select Structural
No.1
No.2
Posts and
Timbers
1100
875
550
725
600
350
70
70
70
425
425
425
925
800
550
1,000,000
1,000,000
800,000
Select Structural
No.1
No.2
Beams and
Stringers
1150
975
625
700
475
325
70
70
70
425
425
425
875
725
475
1,000,000
1,000,000
800,000
Select Structural
No.1
No.2
Posts and
Timbers
1100
875
500
725
600
350
70
70
70
425
425
425
925
800
375
1,000,000
1,000,000
800,000
NELMA
NSLB
WWPA
WESTERN CEDARS
WCLIB
S
SUPPLEMENT
Select Structural
No.1
No.2
WWPA
WESTERN CEDARS (NORTH)
Select Structural
No.1
No.2
Beams and
Stringers
1150
925
625
675
475
300
65
65
65
425
425
425
850
700
450
1,000,000
1,000,000
800,000
Select Structural
No.1
No.2
Posts and
Timbers
1050
875
500
700
575
350
65
65
65
425
425
425
900
800
550
1,000,000
1,000,000
800,000
Select Structural
No.1
No.2
Beams and
Stringers
1400
1150
750
825
575
375
85
85
85
410
410
410
1000
850
550
1,400,000
1,400,000
1,100,000
Select Structural
No.1
No.2
Posts and
Timbers
1300
1050
650
875
700
425
85
85
85
410
410
410
1100
950
650
1,400,000
1,400,000
1,100,000
NLGA
WESTERN HEMLOCK
WCLIB
WESTERN HEMLOCK (NORTH)
Select Structural
No.1
No.2
Beams and
Stringers
1400
1150
750
825
575
375
70
70
70
410
410
410
1000
850
550
1,400,000
1,400,000
1,100,000
Select Structural
No.1
No.2
Posts and
Timbers
1300
1050
650
875
700
425
70
70
70
410
410
410
1100
950
650
1,400,000
1,400,000
1,100,000
Select Structural
No.
No.2
Beams and
Stringers
1050
850
550
600
425
275
60
60
60
375
375
375
775
625
400
1,300,000
1,300,000
1,000,000
Select Structural
No.1
No.2
Posts and
Timbers
975
775
450
650
525
300
60
60
60
375
375
375
800
700
500
1,300,000
1,300,000
1,000,000
NLGA
WESTERN WHITE PINE
AMERICAN FOREST & PAPER ASSOCIATION
NLGA
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
299
1/12/02, 3:31 PM
101256503
300
SUPPLEMENT
Table 4D
Design Values for Visually Graded Timbers (5" x 5" and larger) (Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Bending
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
Grading
Rules
Agency
WESTERN WOODS
Select Structural
No.1
No.2
Beams and
Stringers
1050
900
575
625
450
300
65
65
65
345
345
345
750
625
425
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Posts and
Timbers
1000
800
475
675
525
325
65
65
65
345
345
345
800
700
475
1,100,000
1,100,000
900,000
Select Structural
No.1
No.2
Beams and
Stringers
1400
1200
750
825
575
375
105
105
105
800
800
800
900
775
475
1,000,000
1,000,000
800,000
Select Structural
No.1
No.2
Posts and
Timbers
1300
1050
600
875
700
400
105
105
105
800
800
800
950
825
400
1,000,000
1,000,000
800,000
WWPA
WHITE OAK
NELMA
1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 5
inch and thicker lumber, the GREEN dressed sizes shall be permitted to be used (see Table 1A) because design values have been adjusted to compensate for any
loss in size by shrinkage which may occur.
2. SPRUCE PINE. To obtain recommended design values for Spruce Pine graded to Southern Pine Inspection Bureau (SPIB) rules, multiply the appropriate
design values for Mixed Southern Pine by the corresponding conversion factor shown below and round to the nearest 100,000 psi for E; to the next lower
multiple of 5 psi for Fv and Fc⊥; to the next lower multiple of 50 psi for Fb, Ft and Fc if 1000 psi or greater, 25 psi otherwise.
CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE
Fb
Tension
parallel
to grain
Ft
Shear
parallel
to grain
Fv
Compression
perpendicular
to grain
Fc⊥
Compression
parallel
to grain
Fc
Modulus
of
Elasticity
E
0.78
0.78
0.98
0.73
0.78
0.82
Bending
Conversion
Factor
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 4E
301
Adjustment Factors
Size Factor, CF
Flat Use Factor, Cfu
Bending design values for all species of decking except Redwood are based on 4 inch thick decking. When 2
inch thick or 3 inch thick decking is used, the bending
design values, Fb, for all species except Redwood shall be
multiplied by the following size factors:
Tabulated bending design values, Fb, for decking have
already been adjusted for flatwise usage (load applied to
wide face).
Wet Service Factor, CM
Thickness
CF
2"
3"
1.10
1.04
Repetitive Member Factor, Cr
Wet Service Factors, CM
Tabulated bending design values for repetitive member uses, (Fb)(Cr), for decking have already been multiplied
by the repetitive member factor, Cr.
Fb
Fc⊥
E
0.85*
0.67
0.9
* when (Fb)(CF) ≤ 1150 psi, CM = 1.0
Table 4E
S
SUPPLEMENT
When decking is used where moisture content will
exceed 19% for an extended time period, design values
shall be multiplied by the appropriate wet service factors
from the following table (for surfaced dry Southern Pine
decking use tabulated surfaced green design values for
wet service conditions without further adjustment):
Size Factors, CF
Design Values for Visually Graded Decking
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4E ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial grade
Size
classification
Repetitive
Member
(Fb)(Cr)
Compression
perpendicular
to grain
Fc
Modulus
of
Elasticity
E
T
Bending
Single
Member
Fb
Grading
Rules
Agency
BALSAM FIR
Select
Commercial
2"-4" thick
4"-12"wide
—
—
1650
1400
—
—
1,500,000
1,300,000
NELMA
2"-4" thick
6"& wider
1250
1050
1450
1200
455
455
1,700,000
1,500,000
NLGA
2"-4" thick
6"& wider
1250
1050
1450
1200
370
370
1,500,000
1,400,000
NLGA
Select Dex
Commercial Dex
2"-4" thick
6"-8" wide
1750
1450
2000
1650
625
625
1,800,000
1,700,000
WCLIB
Selected
Commercial
2"-4" thick
4"-12"wide
1750
1450
2000
1650
625
625
1,800,000
1,700,000
WWPA
2"-4" thick
6"& wider
1750
1450
2000
1650
625
625
1,800,000
1,700,000
NLGA
2"-4" thick
4"-12"wide
1750
1400
1900
1600
520
520
1,400,000
1,300,000
WWPA
—
—
1700
1450
—
—
1,300,000
1,100,000
NELMA
COAST SITKA SPRUCE
Select
Commercial
COAST SPECIES
Select
Commercial
DOUGLAS FIR-LARCH
DOUGLAS FIR-LARCH (NORTH)
Select
Commercial
DOUGLAS FIR-SOUTH
Selected
Commercial
EASTERN HEMLOCK-TAMARACK
Select
Commercial
2"-4" thick
4"-12"wide
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 4E
Design Values for Visually Graded Decking (Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4E ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Bending
Compression
perpendicular
to grain
Fc
Modulus
of
Elasticity
E
Single
Member
Fb
Repetitive
Member
(Fb)(Cr)
2"-4" thick
6"& wider
1500
1250
1700
1450
555
555
1,300,000
1,100,000
NLGA
2"-4" thick
4"-12"wide
—
—
1300
1100
—
—
1,500,000
1,400,000
NELMA
2"-4" thick
4"-12"wide
—
—
1300
1100
—
—
1,200,000
1,100,000
NELMA
2"-4" thick
6"& wider
900
775
1050
875
350
350
1,200,000
1,100,000
NLGA
Select Dex
Commercial Dex
2"-4" thick
6"-8" wide
1400
1150
1600
1350
405
405
1,500,000
1,400,000
WCLIB
Selected
Commercial
2"-4" thick
4"-12"wide
1400
1150
1600
1350
405
405
1,500,000
1,400,000
WWPA
2"-4" thick
6"& wider
1350
1100
1500
1300
370
370
1,500,000
1,400,000
NLGA
2"-4" thick
4"-12"wide
—
—
1550
1300
—
—
1,400,000
1,300,000
NELMA
2"-4" thick
6"& wider
900
775
1050
875
350
350
1,100,000
1,000,000
NLGA
2"-4" thick
4"-12"wide
—
—
1100
950
—
—
800,000
700,000
2"-4" thick
6"& wider
1200
1000
1450
1250
535
535
1,300,000
1,100,000
NLGA
2"-4" thick
6"& wider
1150
975
1350
1100
440
440
1,300,000
1,200,000
NLGA
2" thick
1850
1450
1200
2150
1700
1350
—
—
—
1,400,000
1,100,000
1,000,000
400
450
420
900,000
700
800
420
900,000
1300
1100
1500
1250
435
435
1,500,000
1,300,000
Size
classification
T
Species and
commercial grade
Grading
Rules
Agency
EASTERN HEMLOCK-TAMARACK (NORTH)
Select
Commercial
EASTERN SPRUCE
Select
Commercial
EASTERN WHITE PINE
Select
Commercial
EASTERN WHITE PINE (NORTH)
Select
Commercial
HEM-FIR
HEM-FIR (NORTH)
Select
Commercial
NORTHERN PINE
Select
Commercial
NORTHERN SPECIES
Select
Commercial
NORTHERN WHITE CEDAR
Select
Commercial
NELMA
PONDEROSA PINE
Select
Commercial
RED PINE
Select
Commercial
REDWOOD
Select, Close grain
Select
Commercial
6"& wider
2" thick
4" wide
2" thick
6" wide
Deck Heart
and
Deck Common
RIS
SITKA SPRUCE
Select Dex
Commercial Dex
2"-4" thick
6"-8" wide
AMERICAN WOOD COUNCIL
WCLIB
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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WOOD FRAME CONSTRUCTION MANUAL
Table 4E
303
Design Values for Visually Graded Decking (Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4E ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Bending
Species and
commercial grade
Size
classification
SOUTHERN PINE
Single
Member
Fb
Repetitive
Member
(Fb)(Cr)
Compression
perpendicular
to grain
Fc⊥
Modulus
of
Elasticity
E
Grading
Rules
Agency
(Surfaced dry - Used in dry service conditions — 19% or less moisture content)
2"-4" thick
2"& wider
SOUTHERN PINE
2000
1650
1400
1650
1400
2300
1900
1650
1900
1650
660
660
565
660
565
1,800,000
1,600,000
1,600,000
1,600,000
1,600,000
SPIB
(Surfaced Green - Used in any service condition)
Dense Standard
Dense Select
Select
Dense Commercial
Commercial
1600
1350
1150
1350
1150
1800
1500
1300
1500
1300
440
440
375
440
375
1,600,000
1,400,000
1,400,000
1,400,000
1,400,000
2"-4" thick
6"& wider
1200
1000
1400
1150
425
425
1,500,000
1,300,000
NLGA
2"-4" thick
4"-12"wide
1150
950
1350
1100
335
335
1,400,000
1,200,000
NELMA
WWPA
Select Dex
Commercial Dex
2"-4" thick
6"-8" wide
1250
1050
1450
1200
425
425
1,100,000
1,000,000
WCLIB
Selected
Commercial
2"-4" thick
4"-12"wide
1250
1050
1450
1200
425
425
1,100,000
1,000,000
WWPA
2"-4" thick
6"& wider
1200
1050
1400
1200
425
425
1,100,000
1,000,000
NLGA
2"-4" thick
6"-8" wide
1500
1300
1750
1450
410
410
1,600,000
1,400,000
WCLIB
2"-4" thick
6"& wider
1500
1300
1750
1450
410
410
1,600,000
1,400,000
NLGA
2"-4" thick
6"& wider
1100
925
1300
1050
375
375
1,400,000
1,300,000
NLGA
2"-4" thick
6"& wider
1150
950
1300
1100
335
335
1,200,000
1,100,000
WWPA
2-1/2"-4" thick
2"& wider
S
SPIB
SUPPLEMENT
Dense Standard
Dense Select
Select
Dense Commercial
Commercial
SPRUCE-PINE-FIR
Select
Commercial
SPRUCE-PINE-FIR (SOUTH)
Selected
Commercial
WESTERN CEDARS
WESTERN CEDARS (NORTH)
Select
Commercial
WESTERN HEMLOCK
Select Dex
Commercial Dex
WESTERN HEMLOCK (NORTH)
Select
Commercial
WESTERN WHITE PINE
Select
Commercial
WESTERN WOODS
Selected
Commercial
1
LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2
to 4 inch thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating
design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs
when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design
effect of size reductions due to shrinkage.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 5A
Adjustment Factors
Flat Use Factor, Cfu
Tabulated bending design values for loading parallel
to wide faces of laminations, Fbyy, shall be multiplied by
the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12
inches:
Flat Use Factors, Cfu
Member dimension parallel
to wide faces of laminations
10-3/4" or 10-1/2"
8-3/4" or 8-1/2"
6-3/4"
5-1/8" or 5"
3-1/8" or 3"
2-1/2"
Cfu
1.01
1.04
1.07
1.10
1.16
1.19
Wet Service Factor, CM
When glued laminated timber is used where moisture
content will be 16% or greater, design values shall be
multiplied by the appropriate wet service factors from the
following table:
Wet Service Factors, CM
Fb
Ft
Fv
Fc⊥
Fc
E
0.8
0.8
0.875
0.53
0.73
0.83
Load Duration Factor, CD
Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbxx, for structural
glued laminated bending members shall be multiplied by
the following volume factor:
CV = KL (21/L)1/x (12/d)1/x (5.125/b)1/x ≤ 1.0
where:
L = length of bending member between points of
zero moment, ft.
d = depth of bending member, inches
When the cumulative duration of the full maximum
load does not exceed the specified time period, all tabulated design values except modulus of elasticity, E, and
compression perpendicular to grain, Fc⊥ , shall be multiplied by the appropriate load duration factor, C D, as
follows:
Load Duration
permanent
ten years
two months
seven days
ten minutes
CD
0.90
1.00
1.15
1.25
1.60
Typical Design Loads
Dead Load
Occupancy Live Load
Snow Load
Construction Load
Wind/Earthquake Load
b = width (breadth) of bending member, inches. For
multiple piece width layups, b = width of widest
piece in the layup. Thus b ≤ 10.75 in.
x = 20 for Southern Pine
x = 10 for all other species
KL = loading condition coefficient described below:
Single Span Beam KL
Concentrated load at mid-span
Uniformly distributed load
Two equal concentrated loads at 1/3 points of span
1.09
1.09
0.96
Continuous Beam or Cantilever
All loading conditions
1.09
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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305
Tension
Zone
Stressed
in Tension
Fbxx
Compression
Zone
Stressed
in Tension6
Fbxx
DF/WW
HF/HF
DF/DF
DF/WW
DF/DF
DF/DF
HF/HF
DF/WW
HF/HF
DF/DF
DF/DF
DF/WW
DF/DF
DF/DF
HF/HF
AC/AC
DF/WW
DF/DF
DF/DF
DF/DFS
DF/WW
HF/HF
DF/DF
DF/HF
DF/DF
DF/HF
DF/DFS
16F-V1
16F-V2
16F-V3
16F-V47
16F-V57
16F-V68
16F-V78
20F-V1
20F-V2
20F-V3
20F-V4
20F-V57
20F-V78
20F-V88
20F-V98
20F-V12
22F-V1
22F-V3
22F-V88
22F-V10
24F-V1
24F-V2
24F-V4
24F-V5
24F-V88
24F-V108
24F-V11
2400
2400
2400
2400
2400
2400
2400
2200
2200
2200
2200
2000
2000
2000
2000
2000
2000
2000
2000
2000
1600
1600
1600
1600
1600
1600
1600
1200
1200
1200
1200
2400
2400
1200
1100
1100
2200
1100
1000
1000
1000
1000
1000
2000
2000
2000
1000
800
800
800
800
800
1600
1600
VISUALLY GRADED WESTERN SPECIES
Combination
Symbol4
Species
Outer
Lams/
Core
Lams 5
650
50010
650
650
650
650
650
650
650
5909,10
650
650
50010
650
5909,10
650
650
5909,10
50010
560
5609,10
50010
5609,10
650
650
5609,10
37510
Tension
Face9,10
Fc⊥xx
140
190
190
190
56010
56010
5909,10
56010
140
155
190
155
190
155
190
140
155
190
190
9010
190
190
155
190
56010
37510
56010
56010
56010
650
5909,10
50010
560
650
50010
650
650
650
650
56010
140
155
190
9010
9010
190
155
56010
37510
56010
56010
56010
56010
37510
Compression
Face9,10
Fc⊥xx
Shear
Parallel
to
Grain 10
Fvxx
BENDING ABOUT X-X AXIS
(Loaded Perpendicular to Wide Faces of Laminations)
Compression
Bending
Perpendicular to Grain
1,700,000
1,500,000
1,800,000
1,700,000
1,800,000
1,800,000
1,700,000
1,600,000
1,700,000
1,700,000
1,600,000
1,400,000
1,500,000
1,600,000
1,600,000
1,600,000
1,600,000
1,700,000
1,500,000
1,500,000
1,300,000
1,400,000
1,500,000
1,500,000
1,600,000
1,500,000
1,400,000
Modulus
of
Elasticity
E xx
1250
1250
1500
1350
1450
1400
1600
1050
1450
1450
1600
1000
1200
1450
1450
1000
1450
1450
1400
1200
950
1250
1450
900
1000
1450
1200
255
375
560
375
560
375
500
255
560
560
500
255
375
560
560
255
560
560
375
470
255
375
560
255
470
560
375
13514
135
165
140
165
140
165
13014
165
165
165
13014
135
165
165
13514
165
165
135
165
13014
135
165
13014
135
165
135
1100
1500
1650
1400
1300
1300
1650
1450
1650
1600
1700
750
950
1000
1000
750
1000
1000
975
900
1,200,000
1,400,000
1,500,000
1,600,000
1,300,000
1,600,000
1,600,000
1,400,000
1,400,000
1,300,000
850
1,600,000 1050
1,600,000 1050
1,300,000 1000
1,400,000
1,400,000
1,600,000
1,500,000
1,600,000
1,600,000
1,400,000
6514
70
85
85
7014
85
85
70
80
6514
85
85
85
7014
70
85
70
85
70
85
1000
950
1150
1100
1100
1150
1150
1000
1350
1550
1550
725
1600
1600
1400
1500
675
875
950
650
750
950
850
975
1300
1550
600
875
1550
1350
Tension Compression
Parallel
Parallel
to
to
Grain
Grain
Ft
Fc
1,400,000
1,400,000
1,600,000
1,500,000
1,600,000
1,600,000
1,400,000
1,300,000
1,600,000
1,600,000
1,300,000
1,200,000
1,400,000
1,500,000
1,600,000
1,300,000
1,600,000
1,600,000
1,400,000
1,400,000
1,100,000
1,300,000
1,500,000
1,300,000
1,500,000
1,400,000
1,300,000
Modulus
of
Elasticity
E
AXIALLY LOADED
1,100,000
1,300,000
1,500,000
1,300,000
1,500,000
1,400,000
1,300,000
6514
70
85
6514
70
85
70
BENDING ABOUTY-Y AXIS
(Loaded Parallel to Wide Faces of Laminations)
Shear Parallel
to Grain
(For Members
With Multiple
Compression
Shear
Piece
Perpendicular
Parallel
Laminations
Modulus
to Grain
to
Which are Not
of
13
Bending
(Side Faces)
Grain
Edge Glued)
Elasticity
Fbyy
Fc⊥yy
Fvyy
Fvyy
Eyy
Design values in pounds per square inch (psi)
Use with Table 5A Adjustment Factors
(Members stressed primarily in bending) 1,2,3,4,12 (Tabulated design values are for normal load duration and dry service conditions.
See NDS 2.3 for a comprehensive description of design value adjustment factors.)
Design Values for Structural Glued Laminated Softwood Timber
WOOD FRAME CONSTRUCTION MANUAL
AMERICAN FOREST & PAPER ASSOCIATION
1/12/02, 3:31 PM
SUPPLEMENT
Table 5A
101256503
305
S
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
306
Species
Outer
Lams/
Core
Lams 5
Tension
Zone
Stressed
in Tension
Fbxx
WW/WW
HF/HF
DF/DF
DF/DF
HF/HF
WW/WW
HF/HF
DF/DF
DF/DF
HF/HF
ES/ES
DF/DF
HF/HF
DF/WW
DF/DF
DF/DF
HF/HF
DF/DF
HF/HF
DF/DF
DF/DF
HF/HF
HF/WW
DF/DF
CSP/CSP
CSP/CSP
CSP/CSP
CSP/CSP
CSP/CSP
SPF/SPF
SPF/SPF
SPF/SPF
SPF/SPF
DF/DF
20F-E1
20F-E211
20F-E3
20F-E68
20F-E78,11
20F-E816
22F-E1
22F-E211
22F-E37
22F-E47
22F-E58
22F-E68,11
24F-E108
24F-E118,11
24F-E138
24F-E14
24F-E15
24F-E17
24F-E18
24F-E20
24F-E/CSP18,16
24F-E/CSP28,16
24F-E/CSP316
24F-E/CSP416
24F-E/SPF18,16
24F-E/SPF28,16
24F-E/SPF316
24F-E/SPF416
26F-E/DF116
AMERICAN WOOD COUNCIL
1/12/02, 3:31 PM
2600
2400
2400
2400
2400
2400
2400
2400
2400
2400
2400
2400
2400
2400
2400
2400
2400
2200
2200
2200
2200
2200
2200
2000
2000
2000
2000
2000
2000
1600
1600
1600
1600
1600
1950
2400
2400
2400
1200
1200
2400
2400
2400
2400
2400
1200
1200
2400
2400
1200
1200
1100
1100
1100
1100
2200
2200
1000
1000
1000
2000
2000
1000
800
800
800
1600
1600
650
650
50010
650
650
500
50010
650
560
560
560
560
560
560
560
560
560
650
650
50010
650
650
500
50010
650
560
560
560
650
650
560
560
650
650
190
190
155
190
190
155
14014
190
160
160
160
160
160
160
160
160
160
190
155
9010
9010
190
155
65010
50010
65010
65010
650
50010
650
50010
650
650
650
50010
140
155
190
190
155
145
25510
50010
65010
65010
50010
450
25510
50010
65010
65010
50010
450
140
155
190
190
155
25510
50010
65010
65010
50010
Compression
Face9,10
Fc⊥xx
Shear
Parallel
to
Grain 10
Fvxx
25510
50010
65010
65010
50010
Tension
Face9,10
Fc⊥xx
Compression
Perpendicular to Grain
2,000,000
1,900,000
1,800,000
1,800,000
1,800,000
1,800,000
1,800,000
1,800,000
1,600,000
1,600,000
1,800,000
1,600,000
1,800,000
1,600,000
1,800,000
1,600,000
1,800,000
1,700,000
1,600,000
1,700,000
1,800,000
1,700,000
1,700,000
1,600,000
1,600,000
1,700,000
1,700,000
1,600,000
1,500,000
1,300,000
1,400,000
1,600,000
1,600,000
1,400,000
Modulus
of
Elasticity
E xx
1850
1850
1600
1950
1600
1500
1100
1450
1150
1150
1150
1200
1400
1150
1150
1200
1400
1550
1400
1250
1350
1650
1550
1100
1400
1550
1600
1500
1400
1050
1250
1450
1500
1250
Bending
Fbyy
560
560
375
560
560
375
255
560
350
470
470
470
470
470
470
470
470
560
375
255
470
560
375
255
375
560
560
375
300
255
375
560
560
375
Compression
Perpendicular
to Grain
(Side Faces)
Fc⊥yy
165
165
135
165
165
135
13014
165
135
140
140
140
145
140
140
140
145
165
135
13514
135
165
135
12514
135
165
165
135
125
12514
135
165
165
135
Shear
Parallel
to
Grain
Fvyy
85
85
70
85
85
70
6514
85
60
70
70
70
70
70
70
70
70
85
70
7014
70
85
70
6514
70
85
85
70
65
6514
70
85
85
70
Shear Parallel
to Grain
(For Members
With Multiple
Piece
Laminations
Which are Not
Edge Glued)13
Fvyy
1300
1150
1250
1050
1000
750
950
850
900
1150
900
1150
900
1150
900
1150
1,800,000 1400
1,700,000
1,500,000
1,700,000
1,600,000
1,500,000
1,400,000
1,600,000
1,500,000
1,500,000
1,600,000
1,500,000
1,600,000
1,500,000
1,600,000
1,500,000
1,600,000
1,600,000 1050
1,400,000
950
1,400,000
825
1,600,000
950
1,600,000 1100
1,500,000 1050
1,300,000
800
1,400,000
925
1,600,000 1050
1,600,000 1150
1,400,000 1050
1,400,000
800
1800
1750
1550
1700
1600
1550
1250
1600
1800
1800
2000
1750
1900
1800
2000
1750
1900
1600
1400
750
950
1650
1500
1050
1550
1650
1650
1550
1000
925
1200
1600
1600
1150
1,800,000
1,700,000
1,500,000
1,700,000
1,600,000
1,500,000
1,400,000
1,600,000
1,500,000
1,500,000
1,600,000
1,500,000
1,600,000
1,500,000
1,600,000
1,500,000
1,600,000
1,600,000
1,400,000
1,400,000
1,600,000
1,600,000
1,500,000
1,300,000
1,400,000
1,600,000
1,600,000
1,400,000
1,400,000
1,200,000
1,300,000
1,500,000
1,500,000
1,300,000
Modulus
of
Elasticity
E
AXIALLY LOADED
Tension Compression
Parallel
Parallel
to
to
Grain
Grain
Ft
Fc
1,200,000
725
1,300,000
825
1,500,000
975
1,500,000 1000
1,300,000
850
Modulus
of
Elasticity
Eyy
BENDING ABOUTY-Y AXIS
(Loaded Parallel to Wide Faces of Laminations)
Design values in pounds per square inch (psi)
306
16F-E1
16F-E211
16F-E3
16F-E68
16F-E78,11
Compression
Zone
Stressed
in Tension6
Fbxx
Bending
BENDING ABOUT X-X AXIS
(Loaded Perpendicular to Wide Faces of Laminations)
Use with Table 5A Adjustment Factors
(Members stressed primarily in bending) 1,2,3,4,12 (Tabulated design values are for normal load duration and dry service conditions.
See NDS 2.3 for a comprehensive description of design value adjustment factors.)
Design Values for Structural Glued Laminated Softwood Timber (Cont.)
E-RATED WESTERN SPECIES
Combination
Symbol4
Table 5A
101256503
SUPPLEMENT
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Tension
Zone
Stressed
in Tension
Fbxx
Compression
Zone
Stressed
in Tension6
Fbxx
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
16F-V2
16F-V3
16F-V58
20F-V2
20F-V3
20F-V47
20F-V58
22F-V1
22F-V2
22F-V3
22F-V47
22F-V58
24F-V1
24F-V3
24F-V47
24F-V58
26F-V1
26F-V2
26F-V3
26F-V48
2600
2600
2600
2600
2400
2400
2400
2400
2200
2200
2200
2200
2200
2000
2000
2000
2000
1600
1600
1600
1300
1300
1300
2600
1200
1200
1200
2400
1100
1100
1100
1100
2200
1000
1000
1000
2000
800
800
1600
VISUALLY GRADED SOUTHERN PINE
Combination
Symbol4
Species
Outer
Lams/
Core
Lams 5
Bending
740
740
740
740
740
740
740
740
740
650 10
740
740
740
740
650 10
740
740
650 10
740
650 10
Tension
Face9,10
Fc⊥xx
240
240
240
240
240
240
9010
240
650 10
740
650
740
740
740
740
740
240
240
240
9010
240
240
240
9010
240
650 10
650 10
650 10
740
740
650 10
650 10
650 10
740
240
240
240
Shear
Parallel
to
Grain 10
Fvxx
650 10
740
650 10
Compression
Face9,10
Fc⊥xx
Compression
Perpendicular to Grain
BENDING ABOUT X-X AXIS
(Loaded Perpendicular to Wide Faces of Laminations)
1,800,000
1,900,000
1,900,000
1,900,000
1,700,000
1,800,000
1,700,000
1,700,000
1,600,000
1,400,000
1,600,000
1,600,000
1,600,000
1,600,000
1,400,000
1,500,000
1,600,000
1,400,000
1,400,000
1,400,000
Modulus
of
Elasticity
E xx
1900
2200
2100
2100
1500
1600
1250
1600
1600
1600
1500
1250
1600
1450
1600
1100
1450
1600
1450
1600
Bending
Fbyy
560
740
560
560
560
560
470
560
560
560
560
470
470
560
560
470
560
560
560
560
Compression
Perpendicular
to Grain
(Side Faces)
Fc⊥yy
210
210
210
210
210
210
155
210
210
210
210
155
210
210
210
150
210
210
210
210
Shear
Parallel
to
Grain
Fvyy
1050
1000
725
1050
1050
1000
1050
825
1050
1100
1150
850
1150
1150
1200
1150
1150
1,400,000
1,400,000
1,300,000
1,400,000
1,500,000
1,400,000
1,400,000
1,400,000
1,500,000
1,500,000
1,600,000
1,400,000
1,500,000
1,600,000
1,800,000
1,800,000
1,800,000
105
105
80
105
105
105
105
105
105
105
105
80
105
105
105
75
105
1600
1650
1600
1600
1350
1700
1050
1700
1740
1500
1500
1000
1600
1550
1500
950
1550
1550
1450
1550
1,600,000
1,800,000
1,800,000
1,800,000
1,500,000
1,600,000
1,400,000
1,500,000
1,500,000
1,400,000
1,400,000
1,400,000
1,500,000
1,400,000
1,400,000
1,300,000
1,400,000
1,400,000
1,300,000
1,400,000
Modulus
of
Elasticity
E
AXIALLY LOADED
Tension Compression
Parallel
Parallel
to
to
Grain
Grain
Ft
Fc
1000
975
1050
Modulus
of
Elasticity
Eyy
1,400,000
1,300,000
1,400,000
105
105
105
Shear Parallel
to Grain
(For Members
With Multiple
Piece
Laminations
Which are Not
Edge Glued)13
Fvyy
BENDING ABOUTY-Y AXIS
(Loaded Parallel to Wide Faces of Laminations)
Design values in pounds per square inch (psi)
Use with Table 5A Adjustment Factors
(Members stressed primarily in bending) 1,2,3,4,12 (Tabulated design values are for normal load duration and dry service conditions.
See NDS 2.3 for a comprehensive description of design value adjustment factors.)
Design Values for Structural Glued Laminated Softwood Timber (Cont.)
WOOD FRAME CONSTRUCTION MANUAL
AMERICAN FOREST & PAPER ASSOCIATION
1/12/02, 3:31 PM
SUPPLEMENT
Table 5A
101256503
307
S
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
308
Species
Outer
Lams/
Core
Lams 5
Tension
Zone
Stressed
in Tension
Fbxx
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
22F-E1
22F-E38
24F-E1
24F-E2
24F-E48
28F-E11,15
28F-E28,15
30F-E115
30F-E28,15
SP/SP
SP/SP
3000
3000
2800
2800
2400
2400
2400
2200
2200
2000
2000
1600
1600
1500
3000
1400
2800
1200
1200
2400
1100
2200
1000
2000
800
1600
740
740
740
740
740
740
740
740
740
65010
65010
65010
65010
Tension
Face9,10
Fc⊥xx
240
240
240
65010
740
740
740
740
240
240
240
240
240
240
65010
740
740
740
240
240
240
240
Shear
Parallel
to
Grain 10
Fvxx
65010
65010
65010
65010
Compression
Face9,10
Fc⊥xx
Compression
Perpendicular to Grain
2,000,000
2,000,000
2,000,000
2,000,000
1,800,000
1,900,000
1,800,000
1,700,000
1,700,000
1,700,000
1,700,000
1,600,000
1,600,000
Modulus
of
Elasticity
E xx
1750
1750
1600
1600
1600
1700
2000
1600
1750
1600
1800
1550
1700
Bending
Fbyy
650
650
650
650
650
650
650
650
650
650
650
650
650
Compression
Perpendicular
to Grain
(Side Faces)
Fc⊥yy
210
210
210
210
210
210
210
210
210
210
210
210
210
Shear
Parallel
to
Grain
Fvyy
105
105
105
105
105
105
105
105
105
105
105
105
105
Shear Parallel
to Grain
(For Members
With Multiple
Piece
Laminations
Which are Not
Edge Glued)13
Fvyy
1,700,000 1250
1,700,000 1250
1,700,000 1300
1,700,000 1300
1,600,000 1100
1,600,000 1150
1,600,000 1250
1,500,000 1050
1,500,000 1150
1,500,000 1050
1,500,000 1150
1750
1750
1850
1850
1750
1700
1750
1650
1650
1600
1700
1600
1650
1,700,000
1,700,000
1,700,000
1,700,000
1,600,000
1,600,000
1,600,000
1,500,000
1,500,000
1,500,000
1,500,000
1,500,000
1,500,000
Modulus
of
Elasticity
E
AXIALLY LOADED
Tension Compression
Parallel
Parallel
to
to
Grain
Grain
Ft
Fc
1,500,000 1050
1,500,000 1100
Modulus
of
Elasticity
Eyy
BENDING ABOUTY-Y AXIS
(Loaded Parallel to Wide Faces of Laminations)
Design values in pounds per square inch (psi)
308
20F-E1
20F-E38
16F-E1
16F-E38
Compression
Zone
Stressed
in Tension6
Fbxx
Bending
BENDING ABOUT X-X AXIS
(Loaded Perpendicular to Wide Faces of Laminations)
Use with Table 5A Adjustment Factors
(Members stressed primarily in bending) 1,2,3,4,12 (Tabulated design values are for normal load duration and dry service conditions.
See NDS 2.3 for a comprehensive description of design value adjustment factors.)
Design Values for Structural Glued Laminated Softwood Timber (Cont.)
E-RATED SOUTHERN PINE
Combination
Symbol4
Table 5A
101256503
SUPPLEMENT
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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1/12/02, 3:31 PM
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 5A
309
Footnotes
1
F c⊥
(psi)
650*
590 or 560
500
470 or 375
315
255
S
SUPPLEMENT
Design values in this table are based on combinations conforming to AITC 117-93 Design (Standard Specifications for Structural Glued Laminated Timber of
Softwood Species), by American Institute of Timber Construction, and manufactured in accordance with American National Standard ANSI/AITC A190.11992 (Structural Glued Laminated Timber).
2
The combinations in this table are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces of the laminations
(bending about X-X axis). Design values are tabulated, however, for loading both perpendicular and parallel to the wide faces of the laminations, and for axial
loading. For combinations applicable to members loaded primarily axially or parallel to the wide faces of the laminations, see Table 5B.
3
Design values in this table are applicable to members having 4 or more laminations. For members having 2 or 3 laminations, see Table 5B.
4
The 22F and 24F combinations for members 15 inches and less in depth may not be readily available and the designer should check availability prior to
specifying. The 16F and 20F combinations are generally available for members 15 inches and less in depth.
5
The symbols used for species are Douglas Fir-Larch (DF), Douglas Fir-South (DFS), Hem-Fir (HF), Western Woods or Canadian softwood species (WW), and
Southern Pine (SP). N3 refers to No.3 structural joists and planks or structural light framing grade. See AITC 117-93 for Redwood design values.
6
Design values in this column are for bending when the member is loaded such that the compression zone laminations are subjected to tensile stresses. For more
information, see AITC 117-93. The values in this column may be increased 200 psi where end joint spacing restrictions are applied to the compression zone
when stressed in tension.
7
These combinations are intended for straight or slightly cambered members for dry use and industrial appearance grade, because they may contain wane. If
wane is omitted these restrictions do not apply.
8
These combinations are balanced and are intended for members continuous or cantilevered over supports and provide equal capacity in both positive and
negative bending.
9
For bending members greater than 15 inches in depth, these design values for compression perpendicular to grain are 650 psi on the tension face.
10
These design values may be increased in accordance with AITC 117-93 when the member conforms with special construction requirements therein. For more
information see AITC 117-93.
11
. For these combinations manufacturers may substitute E-rated Douglas Fir-Larch laminations that are 200,000 psi higher in modulus of elasticity than the
specified E-rated Hem-Fir, with no change in design values.
12
Species groups for split ring and shear plate connectors should be determined by associated compression design values perpendicular to grain, Fc⊥, as follows:
Species Groups
for Split Ring and
Shear Plate Connectors
A
B
C
C
C
D
* For Fc⊥ = 650 psi for Douglas Fir-South, use Group B.
13
14
15
16
The values for shear parallel to grain, Fvyy, apply to members manufactured using multiple piece laminations with unbonded edge joints. For members
manufactured using single piece laminations or using multiple piece laminations with bonded edge joints the shear parallel to grain values in the previous
column apply.
Where Douglas Fir-South is used in place of all Western Wood laminations required, the design value for shear parallel to grain is the same as for combinations
using all Douglas Fir-Larch.
These combinations are only for nominal widths 6 inches and less. In accordance with AITC 117-93.
American Wood Systems (AWS) combinations.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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1/12/02, 3:31 PM
101256503
310
SUPPLEMENT
Table 5B
Adjustment Factors
Flat Use Factor, Cfu
Tabulated bending design values for loading parallel
to wide faces of laminations, Fbyy, shall be multiplied by
the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12
inches:
Flat Use Factors, Cfu
Member dimension parallel
to wide faces of laminations
10-3/4" or 10-1/2"
8-3/4" or 8-1/2"
6-3/4"
5-1/8" or 5"
3-1/8" or 3"
2-1/2"
Cfu
1.01
1.04
1.07
1.10
1.16
1.19
Wet Service Factor, CM
When glued laminated timber is used where moisture
content will be 16% or greater, design values shall be
multiplied by the appropriate wet service factors from the
following table:
Wet Service Factors, CM
Fb
Ft
Fv
Fc⊥
Fc
E
0.8
0.8
0.875
0.53
0.73
0.83
Load Duration Factor, CD
Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbxx, for structural
glued laminated bending members shall be multiplied by
the following volume factor:
CV = KL (21/L)1/x (12/d)1/x (5.125/b)1/x ≤ 1.0
where:
L = length of bending member between points of
zero moment, ft.
d = depth of bending member, inches
When the cumulative duration of the full maximum
load does not exceed the specified time period, all tabulated design values except modulus of elasticity, E, and
compression perpendicular to grain, Fc⊥ , shall be multiplied by the appropriate load duration factor, C D, as
follows:
Load Duration
permanent
ten years
two months
seven days
ten minutes
CD
0.90
1.00
1.15
1.25
1.60
Typical Design Loads
Dead Load
Occupancy Live Load
Snow Load
Construction Load
Wind/Earthquake Load
b = width (breadth) of bending member, inches. For
multiple piece width layups, b = width of widest
piece in the layup. Thus b ≤ 10.75 in.
x = 20 for Southern Pine
x = 10 for all other species
KL = loading condition coefficient described below:
Single Span Beam KL
Concentrated load at mid-span
Uniformly distributed load
Two equal concentrated loads at 1/3 points of span
1.09
1.09
0.96
Continuous Beam or Cantilever
All loading conditions
1.09
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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1/12/02, 3:31 PM
Wfcmc4.pmd
311
Modulus
of
Elasticity
Eyy
Compression
Perpendicular
to Grain7
Fc⊥
DF
DF
DF
DF
DF
HF
HF
HF
HF
WW
AC
AC
AC
AC
1
2
3
4
5
14
15
16
17
22
69
70
71
72
1,300,000
1,400,000
1,700,000
1,700,000
1,000,000
1,300,000
1,400,000
1,600,000
1,700,000
1,500,000
1,700,000
1,800,000
1,900,000
2,000,000
470
470
560
560
700
1000
1250
1250
525
800
1050
1200
1400
375 7
375 7
375 7
500
255
900
1250
1450
1400
1600
1150
1450
1900
1900
850
1100
1350
1500
1750
1550
1900
2300
2100
2400
1150
1550
2050
2050
675
975
1300
1450
1700
1200
1600
1850
1900
2100
2 or 3
Laminations
Fc
Compression
Parallel
to Grain
2 or More 4 or More
LamiLaminations
nations
Ft
Fc
560 7
560 7
650
590 7
650
VISUALLY GRADED WESTERN SPECIES
Combination
Symbol
Species3
Tension
Parallel
to Grain
AXIALLY LOADED
1000
1250
1650
1650
800
1200
1500
1750
2000
1450
1800
2100
2200
2400
4 or More
Laminations
Fbyy
875
1000
1500
1500
700
1050
1350
1550
1850
1250
1600
1850
2000
2100
3 Laminations
Fbyy
Bending
700
925
1250
1250
550
850
1100
1300
1550
1000
1300
1550
1650
1800
2 Laminations
Fbyy
80
80
80
80
60
70
70
70
70
85
85
85
85
85
165
165
165
165
120
135
135
135
135
165
165
165
165
165
160
160
160
160
115
130
130
130
130
160
160
160
160
160
1250
1700
2000
1900
2200
1100
1450
1600
1900
725
1000
1350
1700
1700
115
115
115
115
105
140
140
140
140
2 Laminations to
15" deep5
Fbxx
1150
1550
2000
2000
850
1300
1700
1900
2200
1500
2000
2300
2200
2400
4 or More
Laminations6
Fbxx
190
190
190
190
140
155
155
155
155
190
190
190
190
190
2 or More
Laminations
Fvxx
BENDING ABOUT X-X AXIS
Loaded Perpendicular to Wide
Faces of Laminations
Shear
Parallel
Bending
to Grain4
145
145
145
145
145
Shear Parallel to Grain4
4 or More
Laminations
(for
members
with
Multiple
4 or More
Piece
Lami3 Lami2 LamiLaminations)9 nations nations
nations
Fvyy
Fvyy
Fvyy
Fvyy
Design values in pounds per square inch (psi)
BENDING ABOUT Y-Y AXIS
Loaded Parallel to Wide
Faces of Laminations
USE WITH TABLE 5B ADJUSTMENT FACTORS
(Members stressed primarily in axial tension or compression) 1,2,8 (Tabulated design values are for normal load duration and dry
service conditions. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
Design Values for Structural Glued Laminated Softwood Timber
WOOD FRAME CONSTRUCTION MANUAL
AMERICAN FOREST & PAPER ASSOCIATION
1/12/02, 3:31 PM
SUPPLEMENT
Table 5B
101256503
311
S
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Wfcmc4.pmd
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DF
DF
DF
DF
DF
DF
DF
DF
HF
HF
HF
HF
HF
HF
WW
WW
WW
WW
WW
WW
33
34
35
36
37
38
39
40
41
42
43
44
1,500,000
1,800,000
2,000,000
1,500,000
1,800,000
2,000,000
1,500,000
1,800,000
2,000,000
1,500,000
1,800,000
2,000,000
1,800,000
2,000,000
2,200,000
1,800,000
2,000,000
2,200,000
2,100,000
2,100,000
255
255
255
255
255
255
500
500
500
500
500
500
650
650
650
650
650
650
650
650
Compression
Perpendicular
to Grain7
Fc⊥
800
900
1100
1200
1550
1800
800
900
1100
1200
1550
1800
900
1100
1250
1550
1800
1800
1150
1800
1200
1500
1750
1550
1950
2200
1050
1300
1550
1450
1950
2400
1750
2000
2300
2100
2400
2400
2200
2400
2 or More 4 or More
LamiLaminations
nations
Ft
Fc
950
1200
1400
1300
1700
1900
950
1200
1400
1300
1700
1900
1200
1400
1550
1700
1900
2100
1500
2000
2 or 3
Laminations
Fc
Compression
Parallel
to Grain
1200
1450
1450
2100
2400
2400
1200
1450
1450
2100
2400
2400
1450
1450
1650
2400
2400
2400
1550
2400
4 or More
Laminations
Fbyy
1050
1250
1250
1900
2400
2400
1050
1250
1250
1900
2400
2400
1250
1250
1400
2400
2400
2400
1350
2400
3 Laminations
Fbyy
Bending
850
1000
1000
1700
2100
2400
850
1000
1000
1700
2100
2400
1000
1000
1150
2100
2400
2400
1100
2400
2 Laminations
Fbyy
60
60
60
60
60
60
70
70
70
70
70
70
85
85
85
85
85
85
85
85
120
120
120
120
120
120
135
135
135
135
135
135
165
165
165
165
165
165
165
165
115
115
115
115
115
115
130
130
130
130
130
130
160
160
160
160
160
160
160
160
105
105
105
105
105
105
115
115
115
115
115
115
145
145
145
145
145
145
145
145
Shear Parallel to Grain4
4 or More
Laminations
(for
members
with
Multiple
4 or More
Piece
Lami3 Lami2 LamiLaminations)9 nations nations
nations
Fvyy
Fvyy
Fvyy
Fvyy
Design values in pounds per square inch (psi)
BENDING ABOUT Y-Y AXIS
Loaded Parallel to Wide
Faces of Laminations
1100
1250
1500
1400
1800
2100
1100
1250
1500
1400
1800
2100
1250
1500
1700
1800
2100
2300
1600
2200
2 Laminations to
15" deep5
Fbxx
1300
1500
1750
1650
2100
2400
1300
1500
1750
1650
2100
2400
1500
1750
2000
2100
2400
2400
1900
2400
4 or More
Laminations6
Fbxx
140
140
140
140
140
140
155
155
155
155
155
155
190
190
190
190
190
190
190
190
2 or More
Laminations
Fvxx
BENDING ABOUT X-X AXIS
Loaded Perpendicular to Wide
Faces of Laminations
Shear
Parallel
Bending
to Grain4
312
27
28
29
30
31
32
62
63
E-RATED WESTERN SPECIES
Modulus
of
Elasticity
Eyy
Tension
Parallel
to Grain
AXIALLY LOADED
USE WITH TABLE 5B ADJUSTMENT FACTORS
(Members stressed primarily in axial tension or compression) 1,2,8 (Tabulated design values are for normal load duration and dry
service conditions. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
Design Values for Structural Glued Laminated Softwood Timber (Cont.)
Combination
Symbol
Species3
Table 5B
101256503
SUPPLEMENT
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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1/12/02, 3:31 PM
Wfcmc4.pmd
313
Modulus
of
Elasticity
Eyy
Compression
Perpendicular
to Grain7
Fc⊥
SP
SP
SP
SP
1,400,000
1,700,000
1,700,000
1,900,000
53
54
55
56
57
58
SP
SP
SP
SP
SP
SP
1,800,000
2,000,000
2,200,000
1,800,000
2,000,000
2,200,000
E-RATED SOUTHERN PINE
47
48
49
50
740
740
740
740
740
740
650
740
650
740
VISUALLY GRADED SOUTHERN PINE
Combination
Symbol
Species3
900
1100
1250
1550
1800
1800
1200
1400
1350
1550
1900
2300
2400
1850
2400
2400
1900
2200
2100
2300
1200
1400
1550
1700
1900
2100
1150
1350
1450
1700
2 or 3
Laminations
Fc
Compression
Parallel
to Grain
2 or More 4 or More
LamiLaminations
nations
Ft
Fc
Tension
Parallel
to Grain
AXIALLY LOADED
1450
1450
1650
2400
2400
2400
1750
2000
1950
2300
4 or More
Laminations
Fbyy
1250
1250
1400
2400
2400
2400
1550
1800
1750
2100
3 Laminations
Fbyy
Bending
1000
1000
1150
2100
2400
2400
1300
1500
1500
1750
2 Laminations
Fbyy
90
90
90
90
90
90
90
90
90
90
175
175
175
175
175
175
175
175
175
175
165
165
165
165
165
165
165
165
165
165
4 or More
Laminations
(for
members
with
Multiple
4 or More
Piece
Lami3 LamiLaminations)9 nations nations
Fvyy
Fvyy
Fvyy
Shear Parallel to Grain4
Design values in pounds per square inch (psi)
BENDING ABOUT Y-Y AXIS
Loaded Parallel to Wide
Faces of Laminations
USE WITH TABLE 5B ADJUSTMENT FACTORS
1400
1600
1800
2100
1250
1500
1700
1800
2100
2300
150
150
150
150
150
150
2 Laminations to
15" deep5
Fbxx
150
150
150
150
2 Laminations
Fvyy
1500
1750
2000
2100
2400
2400
1600
1900
2100
2400
4 or More
Laminations6
Fbxx
200
200
200
200
200
200
200
200
200
200
2 or More
Laminations
Fvxx
BENDING ABOUT X-X AXIS
Loaded Perpendicular to Wide
Faces of Laminations
Shear
Parallel
Bending
to Grain4
(Members stressed primarily in axial tension or compression) 1,2,8 (Tabulated design values are for normal load duration and dry
service conditions. See NDS 2.3 for a comprehensive description of design value adjustment factors.)
Design Values for Structural Glued Laminated Softwood Timber (Cont.)
SUPPLEMENT
Table 5B
101256503
WOOD FRAME CONSTRUCTION MANUAL
AMERICAN FOREST & PAPER ASSOCIATION
1/12/02, 3:31 PM
313
S
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
314
Table 5B
1
2
3
4
5
6
7
8
SUPPLEMENT
Footnotes
Design values in this table are based on combinations conforming to AITC 117-93 Design (Standard Specifications for Structural Glued Laminated Timber of
Softwood Species), by American Institute of Timber Construction, and manufactured in accordance with American National Standard ANSI/AITC A190.1-1992
(Structural Glued Laminated Timber).
The combinations in this table are intended primarily for members loaded either axially or in bending with the loads acting parallel to the wide faces of the
laminations (bending about Y-Y axis). Design values for bending due to load applied perpendicular to the wide faces of the laminations (bending about X-X
axis) are also included, although the combinations in Table 5A are usually better suited for this condition of loading.
The symbols used for species are Douglas Fir-Larch (DF), Douglas Fir-South (DFS), Hem-Fir (HF), Western Woods or Canadian softwood species (WW), and
Southern Pine (SP). See AITC 117-93 for Redwood design values.
The design values in shear parallel to grain in Table 5B are based on members that do not contain wane.
The design values in bending about the X-X axis in this column are for members up to 15 inches in depth without tension laminations.
The design values in bending about the X-X axis in this column are for members having specific tension laminations, and apply to members having 4 or more
laminations. When these values are used in design and the member is specified by combination symbol, the design should also specify the required bending
design value.
These design values may be increased in accordance with AITC 117-93 when member conforms with special construction requirements therein. For more
information see AITC 117-93.
Species groups for split ring and shear plate connectors should be determined by associated compression design values perpendicular to grain, Fc⊥ , as follows:
F c⊥
(psi)
650*
590 or 560
500
40 or 375
315
255
Species Groups
for Split Ring and
Shear Plate Connectors
A
B
C
C
C
D
* For Fc⊥ = 650 psi for Douglas Fir-South, use Group B.
= 740 for dense grain Southern Pine
9
The values for shear parallel to grain, Fvyy, apply to members manufactured using multiple piece laminations with unbonded edge joints. For members using
single piece laminations or using multiple piece laminations with bonded edge joints the shear parallel to grain values tabulated in the next three columns apply.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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1/12/02, 3:32 PM
101256503
WOOD FRAME CONSTRUCTION MANUAL
Table 5C
315
Design Values for Structural Glued Laminated Hardwood Timber1,2
(Tabulated design values are for normal load duration and dry service conditions. See NDS 2.3 for a
comprehensive description of design value adjustment factors.)
PART A
Multiply the appropriate stress module
in part B by the factors below to
determine design value for
Bending, Fb,
or
Tension parallel
to grain, Ft
Factor
Species
Compression
parallel
to grain
Fc
Factor
Design values in
pounds per square
inch (psi)
Modulus
of
Elasticity
E
Factor
Compression
perpendicular
to
grain
Fc⊥
1000
920
860
920
770
830
800
590
590
620
590
560
410
320
Hickory, true and pecan
Beech, American
Birch, sweet and yellow
Elm, rock
Maple, black and sugar (hard maple)
Ash, commercial white
Oak, commercial red and white
Elm, American and slippery (white or soft elm)
Sweetgum (red or sap gum)
Tupelo, black (blackgum)
Tupelo, water
Ash, black
Yellow poplar
Cottonwood, Eastern
3.85
3.05
3.05
3.05
3.05
2.80
2.80
2.20
2.20
2.20
2.20
2.00
2.00
1.55
3.05
2.45
2.45
2.45
2.45
2.20
2.05
1.60
1.60
1.60
1.60
1.30
1.45
1.20
1.80
1.70
1.90
1.40
1.70
1.70
1.60
1.40
1.40
1.20
1.30
1.30
1.50
1.20
260
230
230
230
230
230
230
190
190
190
190
170
150
110
WET SERVICE FACTORS, CM
0.80
0.73
0.833
0.875
S
SUPPLEMENT
Shear
parallel
to
grain
Fv
0.53
PART B
Values for use in computing design values with the factors of Part A, together with limitations
required to permit the use of such stresses
Combination
Symbol
Ratio of size
of maximum
permitted
knot to
finished
width of
Lamination
A
0.1
4 to 14
15 or more
800
800
1:16
1:16
1:8
1:8
500
500
1:16
1:16
970
970
1:15
1:15
1,000,000
B
0.2
4 to 14
15 or more
770
800
1:16
1:16
1:8
1:8
500
500
1:16
1:16
920
930
1:15
1:15
1,000,000
C
0.3
4 to 14
15 or more
600
660
1:12
1:12
1:8
1:8
450
450
1:15
1:16
860
870
1:14
1:14
900,000
D
0.4
4 to 14
15 or more
450
520
1:8
1:8
1:8
1:8
350
350
1:10
1:12
780
810
1:12
1:12
800,000
E
0.5
4 to 14
15 or more
300
380
1:8
1:8
1:8
1:8
300
300
1:8
1:8
690
730
1:10
1:10
800,000
Number of
Laminations
Stress
module
(psi)
Tension parallel to grain3
Compression parallel
to grain3
Core
Lams.
Stress
module
(psi)
Stress
module
(psi)
Maximum
grain
slope
Bending3
Maximum
grain slope
Outer
Lams.4
Maximum
grain
slope
Modulus of
Elasticity
Stress
module
(psi)
1. This table is based on AITC 119-96 (Standard Specifications for Glued Laminated Timber of Hardwood Species), by American Institute of Timber
Construction.
2. The design values in bending obtained from this table apply when the wide faces of the laminations are normal to the direction of the load (bending
about X-X axis). They also apply when the loading is parallel to the wide faces of the laminations (bending about Y-Y axis), provided certain
additional restrictions given in AITC 119-96 are applied.
3. Stress modules apply only when laminations have a slope of grain no steeper than the values listed, as required in AITC 119-96. For tension and
compression parallel to grain values to apply, all laminations must conform to slope of grain requirements. As an alternative to specifying more
restrictive slope of grain limitations in order to use tabulated values for “secondary” stresses, such as when a member is subject to reversal of axial
load or to combined bending and axial load, consult AITC for advice on “secondary stresses appropriate for the slope of grain required for the
principal stress.”
4. For bending, “outer laminations” means each outer 10% of the depth of the member, measured from each face at any cross section of the member as
finally installed.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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1/12/02, 3:32 PM
101256503
316
SUPPLEMENT
Table 6A
Common Wire Nail Design Values for Single Shear Connections for
Wind Design
Framing Species
G ≥ 0.49
Framing Species
0.49 > G ≥ 0.42
Framing Species
G < 0.42
Nail Size
6d
Fastener Type
8d
10d
Side Member
Thickness
Common Nails Steel 20 gage
(Face-nailed)
0.038"
Common Nails
(Toe-nailed)
16d
6d
8d
10d
16d
Recommended Shear Capacity (lbs./nail)
6d
8d
10d
16d
1,2,3,4
108
145
176
210
95
127
154
185
81
109
132
158
Wood
3/8"
1/2"
5/8"
3/4"
7/8"
1"
1-1/8"
1-1/4"
1-3/8"
1-1/2"
84
92
102
104
94
83
73
63
0
0
110
117
128
140
152
145
133
121
109
97
132
139
150
163
178
184
184
181
168
155
157
164
174
187
202
218
221
221
221
221
71
76
83
83
81
72
63
50
0
0
94
98
105
113
122
126
115
105
94
84
113
117
124
132
142
153
160
157
146
135
135
138
145
153
163
174
187
191
191
191
59
62
65
65
63
60
49
39
0
0
79
81
84
89
95
97
95
89
78
64
96
97
100
105
111
118
126
132
124
114
106
115
118
123
129
136
144
152
161
162
-5
80
121
153
183
64
96
127
158
50
75
98
122
72
97
117
140
63
85
103
123
54
73
88
105
56
62
68
70
63
56
49
42
0
0
74
79
85
94
102
97
89
81
73
65
89
93
101
109
119
123
123
122
113
104
105
110
116
125
135
146
148
148
148
148
48
51
55
56
55
48
42
34
0
0
63
66
70
76
82
84
77
70
63
56
76
79
83
89
95
103
107
105
98
90
91
93
97
103
109
117
125
128
128
128
40
41
44
43
42
40
33
26
0
0
53
54
56
60
64
65
64
59
52
43
64
65
67
71
75
79
84
89
83
76
71
77
79
82
86
91
96
102
108
109
Common Nails Steel 20 gage
(End-nailed)
0.038"
Wood
3/8"
1/2"
5/8"
3/4"
7/8"
1"
1-1/8"
1-1/4"
1-3/8"
1-1/2"
G - Specific gravity of framing species.
1
2
3
4
5
Tabulated lateral design values assume dry (≤19%) moisture conditions at time of construction and during the life of the
structure. For other moisture conditions, see ANSI/AF&PA NDS National Design Specification® for Wood Construction.
Tabulated lateral design values assume full penetration of the nails. For reduced penetration, reduce the values
proportionately.
For other connection conditions and configurations, see ANSI/AF&PA NDS National Design Specification® for Wood
Construction.
Tabulated lateral design values include a 1.6 load duration factor for wind design. For construction live load conditions, where
the load duration factor is 1.25, multiply the tabulated design value by 0.78.
Tabulated lateral design values for toe-nailed connections assume side and main member thickness are sufficient to provide
complete embedment of the portion of the nail in the main member.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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Table 6B
317
Box Nail Design for Single Shear Connection for Wind Design
Framing Species
G ≥ 0.49
Framing Species
0.49 > G ≥ 0.42
Framing Species
G < 0.42
Nail Size
6d
Side Member
Thickness
Box Nails
(Face-nailed)
Steel 20 gage
0.038"
10d
16d
6d
8d
10d
16d
6d
8d
10d
16d
Recommended Shear Capacity (lbs./nail) 1,2,3,4
83
109
139
154
74
94
122
134
62
82
104
115
S
Wood
3/8"
1/2"
5/8"
3/4"
7/8"
1"
1-1/8"
1-1/4"
1-3/8"
1-1/2"
67
75
84
87
82
73
64
55
44
0
84
92
102
113
113
113
113
104
94
83
106
113
123
135
145
145
145
145
145
142
117
124
134
146
159
161
161
161
161
161
56
61
68
75
71
63
55
47
36
0
71
76
83
90
98
98
98
90
81
72
90
94
101
109
118
126
126
126
126
123
100
104
110
118
127
138
140
140
140
140
46
49
53
58
60
54
46
36
28
0
59
62
65
70
76
82
83
77
69
61
75
77
81
86
92
98
105
107
107
104
84
85
89
94
99
106
113
119
119
119
SUPPLEMENT
Fastener Type
8d
Box Nails
(Toe-nailed)
-5
72
94
120
134
58
80
105
116
45
61
81
96
Box Nails
(End-nailed)
Steel 20 gage
0.038"
56
73
93
103
49
63
82
90
42
55
70
77
45
50
57
58
55
49
43
37
30
0
56
62
68
76
76
76
76
70
63
56
71
76
82
90
97
97
97
97
97
95
78
83
90
98
107
108
108
108
108
108
38
41
45
50
48
42
37
32
24
0
48
51
55
61
66
66
66
61
55
48
60
63
67
73
79
84
84
84
84
82
67
69
74
79
85
92
94
94
94
94
31
33
35
39
40
36
31
24
19
0
40
41
44
47
51
55
56
51
46
41
51
52
54
57
61
66
70
71
71
70
56
57
59
63
67
71
76
79
79
79
Wood
3/8"
1/2"
5/8"
3/4"
7/8"
1"
1-1/8"
1-1/4"
1-3/8"
1-1/2"
G - Specific gravity of framing species.
1
2
3
4
5
Tabulated lateral design values assume dry (≤19%) moisture conditions at time of construction and during the life of the
structure. For other moisture conditions, see ANSI/AF&PA NDS National Design Specification® for Wood Construction.
Tabulated lateral design values assume full penetration of the nails. For reduced penetration, reduce the values
proportionately.
For other connection conditions and configurations, see ANSI/AF&PA NDS National Design Specification® for Wood
Construction.
Tabulated lateral design values include a 1.6 load duration factor for wind design. For construction live load conditions, where
the load duration factor is 1.25, multiply the tabulated design value by 0.78.
Tabulated lateral design values for toe-nailed connections assume side and main member thickness are sufficient to provide
complete embedment of the portion of the nail in the main member.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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SUPPLEMENT
Table 7A
Common Wire Nail Withdrawal Design Values for Wind Design
Framing Species
G ≥ 0.49
Framing Species
0.49 > G ≥ 0.42
Framing Species
G < 0.42
Nail Size
6d
8d
10d
16d
6d
8d
10d
16d
6d
8d
10d
16d
Recommended Withdrawal Design Values (lbs./nail) 1,2,3,4
Fastener Type
Side Member
Thickness
Common Nails
(Face-nailed)
3/8"
1/2"
5/8"
3/4"
7/8"
1"
1-1/8"
1-1/4"
1-3/8"
1-1/2"
68
63
58
52
47
42
37
31
26
21
103
97
91
85
79
73
67
61
55
49
144
137
130
124
117
110
103
96
89
82
188
180
173
165
158
150
143
135
128
120
46
43
39
36
32
29
25
21
18
14
70
66
62
58
54
50
45
41
37
33
98
93
89
84
79
75
70
65
61
56
128
123
118
112
107
102
97
92
87
82
29
27
25
23
20
18
16
14
11
9
45
42
39
37
34
31
29
26
24
21
62
59
56
53
50
47
44
41
38
36
81
78
75
71
68
65
62
58
55
52
Common Nails
(Toe-nailed)
-5
35
50
68
87
24
34
46
59
15
22
29
37
Common Nails
(End-nailed)
-
No withdrawal design value is assigned to nails into end-grain.
G - Specific gravity of framing species.
1
2
3
4
5
Tabulated withdrawal design values assume dry (≤19%) moisture conditions at time of construction and during the life of the
structure. For other moisture conditions, see ANSI/AF&PA NDS National Design Specification® for Wood Construction.
Tabulated withdrawal design values assume full penetration of the nails. For reduced penetration, reduce design values
proportionately.
For other connection conditions and configurations, see ANSI/AF&PA NDS National Design Specification® for Wood
Construction.
Tabulated withdrawal design values include a 1.6 load duration factor for wind design. For construction live load conditions,
where the load duration factor is 1.25, multiply the tabulated design value by 0.78.
Tabulated withdrawal design values for toe-nailed connections assume side member thickness and depth are sufficient to
provide complete embedment of the portion of the nail in the main member.
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Wfcmc4.pmd
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WOOD FRAME CONSTRUCTION MANUAL
Table 7B
319
Box Nail Withdrawal Design Values for Wind Design
Framing Species
G ≥ 0.49
Framing Species
0.49 > G ≥ 0.42
Framing Species
G < 0.42
Nail Size
6d
8d
10d
16d
6d
8d
10d
16d
6d
8d
10d
16d
Recommended Withdrawal Design Values (lbs./nail) 1,2,3,4
Side Member
Thickness
Box Nails
(Face-nailed)
3/8"
1/2"
5/8"
3/4"
7/8"
1"
1-1/8"
1-1/4"
1-3/8"
1-1/2"
60
55
51
46
41
37
32
28
23
18
89
84
79
73
68
63
58
52
47
42
125
119
113
107
101
95
89
83
77
71
157
150
144
138
132
125
119
113
106
100
41
37
34
31
28
25
22
19
16
12
61
57
53
50
46
43
39
36
32
29
85
81
77
73
69
65
61
57
53
48
106
102
98
94
89
85
81
77
72
68
26
24
22
20
18
16
14
12
10
8
38
36
34
32
29
27
25
23
20
18
54
51
49
46
44
41
38
36
33
31
68
65
62
59
57
54
51
49
46
43
Box Nails
(Toe-nailed)
-5
30
43
59
72
21
29
40
49
13
19
25
31
Box Nails
(End-nailed)
-
S
SUPPLEMENT
Fastener Type
No withdrawal design value is assigned to nails into end-grain.
G - Specific gravity of framing species.
1
2
3
4
5
Tabulated withdrawal design values assume dry (≤19%) moisture conditions at time of construction and during the life of the
structure. For other moisture conditions, see ANSI/AF&PA NDS National Design Specification® for Wood Construction.
Tabulated withdrawal design values assume full penetration of the nails. For reduced penetration, reduce design values
proportionately.
For other connection conditions and configurations, see ANSI/AF&PA NDS National Design Specification® for Wood
Construction.
Tabulated withdrawal design values include a 1.6 load duration factor for wind design. For construction live load conditions,
where the load duration factor is 1.25, multiply the tabulated design value by 0.78.
Tabulated withdrawal design values for toe-nailed connections assume side member thickness and depth are sufficient to
provide complete embedment of the portion of the nail in the main member.
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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320
Table 8
SUPPLEMENT
Specific Gravity for Solid Sawn Lumber
Species Combination
Specific
Gravity1,
G
Species Combination
Specific
Gravity1,
G
Aspen
Balsam Fir
Beech-Birch-Hickory
Coast Sitka Spruce
Cottonwood
Douglas Fir-Larch
0.39
0.36
0.71
0.39
0.41
0.50
Mountain Hemlock
Northern Pine
Northern Red Oak
Northern Species
Northern White Cedar
Ponderosa Pine
0.47
0.42
0.68
0.35
0.31
0.43
Douglas Fir-Larch (North)
Douglas Fir-South
Eastern Hemlock
Eastern Hemlock-Balsam Fir
Eastern Hemlock-Tamarack
Eastern Hemlock-Tamarack (North)
Eastern Softwoods
0.49
0.46
0.41
0.36
0.41
0.47
0.36
Red Maple
Red Oak
Red Pine
Redwood, close grain
Redwood, open grain
Sitka Spruce
0.58
0.67
0.44
0.44
0.37
0.43
Eastern Spruce
Eastern White Pine
Engelmann Spruce-Lodgepole Pine
Engelmann Spruce-Lodgepole Pine2
(MSR 1650f and higher grades)
Engelmann Spruce-Lodgepole Pine2
(MSR 1500f and lower grades)
0.41
0.36
0.38
0.46
Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir
(E > 2,000,000 psi MSR and MEL)
Spruce-Pine-Fir (South)
Western Cedars
Western Cedars (North)
Western Hemlock
0.55
0.42
0.50
Hem-Fir
Hem-Fir (North)
Mixed Maple
Mixed Oak
Mixed Southern Pine
0.43
0.46
0.55
0.68
0.51
Western Hemlock (North)
Western White Pine
Western Woods
White Oak
Yellow Poplar
0.46
0.40
0.36
0.73
0.43
1
2
0.38
0.36
0.36
0.35
0.47
Specific gravity based on weight and volume when oven-dry.
Applies only to Engelmann Spruce-Lodgepole Pine machine stress rated (MSR) structural lumber.
01-07
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
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2001 EDITION
C O M M E N T A R Y
WFCM
WOOD FRAME CONSTRUCTION MANUAL
FOR ONE- AND TWO-FAMILY DWELLINGS
American
Forest &
Paper
Association
American Wood Council
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
101256503
WOOD FRAME CONSTRUCTION MANUAL
2001 EDITION
C
O
M
M
E
N
T A
R Y
WFCM
WOOD
FRAME
CONSTRUCTION
MANUAL
FOR ONE- AND TWO-FAMILY DWELLINGS
Copyright © 2001
American Forest & Paper Association, Inc.
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary FM.PMD
1
1/28/02, 6:59 PM
101256503
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary FM.PMD
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101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Foreword
The Wood Frame Construction Manual for One- and
Two-Family Dwellings (WFCM) provides engineered and
prescriptive design requirements for wood frame one- and
two-family dwellings.
This Commentary to the WFCM has been requested
by architects, engineers, and others, to provide background
information and example calculations for various sections
and tables of the WFCM. The WFCM Commentary is
intended to respond to these user needs.
The WFCM Commentary follows the same organization as the WFCM. Discussion of a particular provision
in the WFCM is found in the WFCM Commentary by locating the same section or subsection number found in
the WFCM. Not every section of the WFCM has a corresponding commentary section. The Commentary provides
background information intended to give the reader an
understanding of the data and/or experience upon which
the provision is based. One or more examples of the calculation procedures used to produce the tables are given
to illustrate the scope of conditions covered by the table.
In developing the provisions of the WFCM, the most
recent reliable data available from laboratory tests and
experience with structures in-service have been carefully
analyzed and evaluated for the purpose of providing a
consistent standard of practice. It is intended that this
document be used in conjunction with competent engineering design, accurate fabrication, and adequate
supervision of construction. Therefore, AF&PA does not
assume any responsibility for error or omissions in the
WFCM and WFCM Commentary, nor for engineering designs or plans prepared from it.
Inquiries, comments, and suggestions from readers
of this document are invited.
American Forest & Paper Association
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary FM.PMD
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101256503
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary FM.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table of Contents
Chapter/Title
1
Page
General Information ................................................. 1
1.1 Scope
2
Engineered Design ....................................................... 7
2.1 General Provisions
2.2 Connections
2.3 Floor Systems
2.4 Wall Systems
2.5 Roof Systems
List of Tables
3
Prescriptive Design
..........................................
55
3.1 General Provisions
3.2 Connections
3.3 Floor Systems
3.4 Wall Systems
3.5 Roof Systems
List of Tables
Supplements
....................................................................
146
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary FM.PMD
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6
INTRODUCTION
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary FM.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
1
1
GENERAL
INFORMATION
1.1
Scope
2
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary C1.PMD
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2
GENERAL INFORMATION
1.1 Scope
1.1.1 General
The scope statement limits applicability of the provisions of the Wood Frame Construction Manual to oneand two-family dwellings. This limitation is related primarily to assumed design loads and to structural
configurations. Code prescribed floor design loads for
dwellings generally fall into the range of 30 to 40 psf,
with few additional requirements such as concentrated load
provisions. In these applications, use of closely spaced
framing members covered by structural sheathing has
proven to provide a reliable structural system.
1.1.2 Design Loads
During the development of this Manual, the evolution of several load cases was studied and the underlying
engineering philosophy was evaluated. On the basis of
these studies allowable stress derivation procedures were
updated for compatibility with the new load provisions.
Unless stated otherwise, all calculations are based on standard linear elastic analysis using loads from the 2000
International Building Code (2000 IBC).
Dead Loads
Unless stated otherwise, tabulated values assume the
following dead loads:
shearwalls, and are resisted by the structure’s dead load
and by supplemental holddown connections.
Implicit in the assumption of a “box-like” structure is
a roughly rectangular shape, relatively uniform distribution of shear resistance throughout the structure, and no
significant structural discontinuities. In addition, the buildings are assumed to be enclosed structures in which the
structural elements are protected from the weather. Partially enclosed structures are subjected to loads that require
further consideration.
For wind load calculations, the 2000 IBC references
ASCE 7-98 Minimum Design Loads for Buildings and
Other Structures and also provides simplified load provisions in Section 1609.6, which are based on ASCE 7-98
calculations. ASCE 7-98 calculations are based on “three
second gust” wind speeds and use combined gust and pressure coefficients to translate these wind speeds into peak
design pressures on the structure. The WFCM includes
design information for buildings located in regions with
“three second gust” design wind speeds between 85 and
150 mph.
Basic Design Equations
Design wind pressures for Main Wind-Force Resisting Systems (MWFRS) and Components and Cladding
(C&C) are computed by the following equation, taken
from the ASCE 7-98:
Roof = 10 psf
?
p = qGC p − qGC pi lbs ./ft .2
Ceiling = 5 psf
Floor = 10 psf
D
where:
Walls = 11 psf
q = velocity pressure evaluated at a given height, psf
Live Loads
Unless stated otherwise, tabulated values assume the
following live loads:
= 0.00256 Kz Kzt Kd V2 I
GCpf = external pressure coefficients
GCpi = internal pressure coefficients
Roof =
20 psf
Kz = velocity pressure exposure coefficient
Floor (sleeping areas) =
30 psf
Kzt = topographic factor
Floor (living areas) =
40 psf
Kd = wind directionality factor
Wind Loads
Wind forces are calculated assuming a “box-like”
structure with wind loads acting perpendicular to wall and
roof surfaces. Lateral loads flow into roof and floor diaphragms and are transferred to the foundation via
shearwalls. Roof uplift forces are transferred to the foundation by direct tension through the walls. Overturning
forces act on individual shearwall segments, or full
For the WFCM, a mean roof height of 33 feet is assumed.
Values of GCpf vary with the roof angle. See ASCE 798 Figures 6-4 & 6-5A-B. Note that the worst case of
internal pressurization is used in design, internal pressure
and internal suction for MWFRS are outlined in WFCM
Tables C1.1 and C1.2, respectively. Pressure coefficients
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Shear Calculations
The horizontal component of roof pressures is applied
as a lateral load at the highest ceiling level (top of the
uppermost wall).
Windward and leeward wall pressures are summed
and applied (on a tributary area basis) as lateral loads at
each horizontal diaphragm. For example, in typical two
story construction, one-half of the height of the top wall
goes to the roof or ceiling level, a full story height goes to
intermediate floor diaphragms (half from above and half
from below), and one-half of the bottom story goes directly into the foundation.
Lateral roof and wall pressures for determining diaphragm and shearwall loads are calculated using enveloped
main wind-force resisting system (MWFRS) coefficients.
Spatially-averaged components and cladding (C&C) coefficients are used for determining lateral framing loads,
suction pressures on wall and roof sheathing, and exterior
stud capacities.
Uplift Calculations
Uplift for roof cladding is calculated using C&C loads.
Uplift connections for roof framing members are calculated using enveloped MWFRS loads. The rationale for
using MWFRS loads for computing the uplift of roof assemblies recognizes that the spatial and temporal pressure
fluctuations that cause the higher coefficients for components and cladding are effectively averaged by the wind
effects on the different roof surfaces. The uplift load minus two-thirds of the roof and/or ceiling dead load is
applied at the top of the uppermost wall. As this load is
carried down the wall, the dead load of the wall, is included in the analysis. The dead load from floors framing
into the walls is not included, in order to eliminate the
need for special framing details where floors do not directly frame into walls.
Overturning Calculations
Overturning of the structure as a result of lateral loads
is resisted at the ends of the shearwalls in accordance with
general engineering practice, typically with holddowns or
other framing anchorage systems. In the WFCM, over-
turning loads are differentiated from uplift loads. Overturning moments result from the lateral loads which are
resisted by the shearwalls. Uplift forces arise solely from
uplift on the roof and are transferred directly into the walls
supporting the roof framing.
The 2001 WFCM uses a default wind Exposure Category B, similar to the 2000 IBC. Chapter 2 provisions
include adjustment factors for buildings located in Exposure C or D. Due to the complexity of assumptions in
Chapter 3, an appendix for wind load tables based on Exposure C is provided in lieu of adjustment factors to the
default Exposure B tables.
Snow Loads
For snow load calculations, the 2000 IBC references
ASCE 7 Minimum Design Loads for Buildings and Other
Structures. The WFCM includes design information for
snow loads in accordance with ASCE 7-98. The WFCM
includes design information for buildings located in regions with ground snow load between 0 and 70 psf. Both
balanced and unbalanced snow load conditions are considered in the design information.
1
GENERAL INFORMATION
and loads for wind parallel and perpendicular to ridge are
tabulated. Parallel to ridge coefficients are used to calculate wind loads acting perpendicular to the endwall.
Perpendicular to ridge coefficients are used to calculate
wind loads acting perpendicular to the sidewalls.
Combining all of these factors yields the design pressures as a function of building configuration and wind
speed. Pressures resulting in shear, uplift, and overturning forces are applied to the building as follows:
3
Seismic Loads
The 2000 IBC contains seismic design requirements
based on the requirements of the 2000 National Earthquake Hazard Reduction Program (2000 NEHRP)
requirements. The WFCM includes design information
for buildings located in Seismic Design Categories A-D,
as defined by the International Residential Code (IRC).
1.1.3 Applicability
1.1.3.1 Building Dimensions
a. Mean Roof Height Building height restrictions
limit the wind forces on the structure and also provide
assurance that the structure remains “low-rise” in the context of wind and seismic-related code requirements.
The tables in the WFCM are based on wind calculations assuming a 33-foot mean roof height (MRH). This
assumption permits table coverage up to a typical threestory building. Footnotes have been provided to adjust
tabulated requirements to lesser mean roof heights.
b. Aspect Ratio Limiting the building aspect ratio to
4:1 is based on maximum limitations for blocked horizontal diaphragms contained in the IBC. For unblocked
diaphragms the building aspect ratio is limited to 3:1.
c. Building Dimension Limiting the minimum horizontal building dimension to mean roof height helps
maintain overall building overturning stability in a reasonable range for residential structures. Limiting the
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GENERAL INFORMATION
maximum building dimension to 80 feet is reasonable
upper limit for residential structures.
d. Story Height Story height limitations are based
on generally accepted practice for typical residential structures.
1.1.3.2 Floor Systems
a. Vertical Floor Offsets The floor discontinuity
restriction keeps the vertical distance between adjacent
diaphragms small enough to be reasonably connected.
Larger vertical discontinuities could not be accommodated
without complex detailing.
Floor discontinuities are not limited when the individual floor levels are considered as separate structures.
In such cases each separate floor diaphragm shall be designed, detailed, and supported in accordance with all
applicable provisions of the WFCM.
b. Diaphragm Aspect Ratio See 1.1.3.1b.
c. Diaphragm Openings Limiting diaphragm openings to the lesser of 12 feet or 50% of the building
dimension maintains load paths for transfer of shear loads
to shearwalls. Since a floor diaphragm essentially acts as
a “deep beam” with endwalls acting as “reaction points”
on the beam, maintaining at least 50% of the building dimension is necessary to ensure transfer of loads into the
shearwalls.
1.1.3.3 Wall Systems
a. Shearwall Line Offsets For buildings with
shearwall plan offsets which exceed the limits, the WFCM
requires the building to be designed and detailed in accordance with the governing building code. Section 3.1.3.3c
provides information for prescriptive design of buildings
with offsets that exceed these limits.
Precise definition of the limits of structural discontinuities is required to permit the WFCM to ignore the complex
detailing that would be required for buildings with larger
discontinuities.
b. Shearwall Story Offsets For buildings with
shearwall story offsets which exceed the limits, the WFCM
requires the building to be designed and detailed in accordance with the governing building code.
c. Shearwall Segment Aspect Ratio Shearwall segment aspect ratio limits of 3-1/2:1 are based on limitations
established by the IBC.
d. Shearwall Orientation Shearwall line orientation is required to be orthogonal because of the directional
analysis used on shearwall structures in the WFCM.
1.1.3.4 Roof Systems
a. Diaphragm Aspect Ratio See 1.1.3.1b.
b. Roof Slope Limiting roof slope to 12:12 or less is
based on generally accepted practice for typical residential structures.
1.1.4 Foundation Provisions
Design of foundations and foundation systems is outside the scope of this document.
1.1.5 Protection of Openings
Penetration of openings (e.g., windows and doors) due
to flying debris can occur in sites subject to high winds
with a significant debris field. Where these areas occur,
opening protection or special glazing requirements may
be required by the local authority to ensure that the building envelope is maintained.
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5
WFCM Commentary
Page -0-
Table C1.1 ASCE 7-98 Exposure B Main Wind-Force Resisting System Loads for
Foreword
an Enclosed Building 33' Mean Roof Height with Internal Pressure
INTERIOR ZONES
Roof Angle
0-5
20
30-45
90
END ZONES
1
2
3
4
5
6
1E
2E
3E
4E
5E
6E
GCpf
0.40
-0.69
-0.37
-0.29
0.40
-0.29
0.61
-1.07
-0.53
-0.43
0.61
-0.43
GCpi
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
p
3.45
-13.63
-8.62
-7.36
3.45
-7.36
6.74
-19.59
-16.38
-9.56
6.74
-9.56
GCpf
0.53
-0.69
-0.48
-0.43
0.40
-0.29
0.80
-1.07
-0.69
-0.64
0.61
-0.43
GCpi
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
p
5.48
-13.63
-10.34
-9.56
3.45
-7.36
9.72
-19.59
-13.63
-12.85
6.74
-9.56
GCpf
0.56
0.21
-0.43
-0.37
0.40
-0.29
0.69
0.27
-0.53
-0.48
0.61
-0.43
GCpi
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
p
5.95
0.47
-9.56
-8.62
3.45
-7.36
7.99
1.41
-11.13
-10.34
6.74
-9.56
GCpf
0.56
0.56
-0.37
-0.37
0.40
-0.29
0.69
0.69
-0.48
-0.48
0.61
-0.43
GCpi
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
0.18
p
5.95
5.95
-8.62
-8.62
3.45
-7.36
7.99
7.99
-10.34
-10.34
6.74
-9.56
AMERICAN FOREST & PAPER ASSOCIATION
GENERAL INFORMATION
V =C1.1
100 mph ASCE 7-98 Exposure B
Table
H = 33 ft.
Main Wind-Force Resisting System Loads for an Enclosed Building
q = 0.00256 K33'
K mean
K V2 Iroof height
z zt d
Internal
pressure
= 15.67 psf
1
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GENERAL INFORMATION
Table
C1.1
ASCE 7-98 Exposure B Main Wind-Force Resisting System Loads
WFCM
Commentary
Page -1- for
an Enclosed Building 33' Mean Roof Height Internal Suction
Table C1.2
ASCE 7-98 Exposure B
V = 100 mph Main Wind-Force Resisting System Loads for an Enclosed Building
33' mean roof height
H = 33 ft.
q = 0.00256 KInternal
K K V2suction
I
z zt d
= 15.67 psf
INTERIOR ZONES
Roof Angle
0-5
20
30-45
90
END ZONES
1
2
3
4
5
6
1E
2E
3E
4E
5E
6E
GCpf
0.40
-0.69
-0.37
-0.29
0.40
-0.29
0.61
-1.07
-0.53
-0.43
0.61
-0.43
GCpi
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
p
9.09
-7.99
-2.98
-1.72
9.09
-1.72
12.38
-13.95
-5.48
-3.92
12.38
-3.92
GCpf
0.53
-0.69
-0.48
-0.43
0.40
-0.29
0.80
-1.07
-0.69
-0.64
0.61
-0.43
GCpi
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
p
11.13
-7.99
-4.70
-3.92
9.09
-1.72
15.36
-13.95
-7.99
-7.21
12.38
-3.92
GCpf
0.56
0.21
-0.43
-0.37
0.40
-0.29
0.69
0.27
-0.53
-0.48
0.61
-0.43
GCpi
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
p
11.60
6.11
-3.92
-2.98
9.09
-1.72
13.63
7.05
-5.48
-4.70
12.38
-3.92
GCpf
0.56
0.56
-0.37
-0.37
0.40
-0.29
0.69
0.69
-0.48
-0.48
0.61
-0.43
GCpi
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
-0.18
p
11.60
11.60
-2.98
-2.98
9.09
-1.72
13.63
13.63
-4.70
-4.70
12.38
-3.92
AMERICAN WOOD COUNCIL
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
2
ENGINEERED
DESIGN
2.1
General Provisions
8
2.2
Connections
9
2.3
Floor Systems
9
2.4
Wall Systems
10
2.5
Roof Systems
10
List of Tables
7
11
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ENGINEERED DESIGN
Engineered Design
For ease of use, this section of the Commentary is
divided into two main parts. The first part contains background information, interpretations, and examples for
specific sections in Chapter 2. The second section contains background information and examples for specific
tables in Chapter 2.
2.1 General Provisions
2.1.1 Engineered Requirements
Chapter 2 provides minimum loads for the purpose
of establishing specific resistance requirements for buildings within the scope of this document. Note that Chapter
2 also contains some necessary construction details. These
are duplicated from typical code provisions and are included in Chapter 2 for the convenience of the designer.
The provisions of Chapter 2 are provided so that the designer can select acceptable materials or alternatives to
the specific prescriptive solutions of Chapter 3.
2.1.3 Engineered Design
Limitations
Limits set forth in this Manual attempt to define
boundary conditions typically encountered in residential
construction. Where these limits are exceeded accepted
engineering practice in accordance with the local jurisdiction having authority shall be used.
2.1.3.2 Floor Systems
2.1.3.2a Framing Member Spans Framing member
spans are limited to 26 feet for floors based on the bending
capacity of the double top plate supporting floor framing
members. The worst case assumption is that a floor framing member bears directly between two studs creating a
concentrated load at mid-span of the top plates. Section
2.1.3.3g requires bandjoists, blocking, or other methods to
transfer roof, wall, and/or floor loads from upper stories to
alleviate the concern of additional loads being transferred
through the floor framing members into the top plate.
Building code requirements generally focus on lifesafety issues, with minimal additional considerations
related to serviceability. However, some product manufacturers recommend more conservative criteria. These
recommendations are generally based on feedback from
users related to floor performance in the field. It is believed that this system, in which specification of enhanced
criteria is under the purview of the manufacturer, is appropriate.
2.1.3.2c and d Cantilevers and Setbacks Limiting
floor cantilevers and setbacks to the depth of the joist for
lumber joists supporting a loadbearing wall is based primarily on shear parallel to grain considerations. Since NDS
3.4.3.1a permits all loads within a distance from the supports equal to the depth of the member to be ignored, this
limitation will alleviate the need to design for shear parallel to grain.
Limiting floor cantilevers or setbacks to L/4 for lumber joists supporting non-loadbearing non-shearwalls is
based primarily on deflection considerations. Dead loads
for walls in this Manual are assumed to be 11 psf. For a 9
foot high wall that translates to 99 plf of wall length. At 2
feet on-center that gives a 188 pound concentrated load on
the end of a joist for a cantilever condition. For a 16 foot
clear span, L/4 would allow a 4 foot cantilever. Assuming a
1.3 million psi modulus of elasticity for a 2x12, deflection
is very close to the L/360 limitation established by the codes.
See Commentary 2.1.3.3d for background on shearwall elevation offset requirements.
The requirement to have floor framing members line
up directly over studs in cantilever or setback condition
supporting a loadbearing wall, avoids the case when a floor
framing member bears between two studs creating a concentrated load at mid-span of the top plates. In this case
the floor framing member would also be carrying roof,
ceiling, wall, and potentially additional floor loads to the
top plate which would exceed the bending capacity of the
wall double top plates.
2.1.3.2e Vertical Floor Offsets Prescriptively limiting floor offsets to the depth of the floor framing member
allows the offset to be connected with a shear connector
as shown in Figure 1.2. Allowing larger offsets would require design of moment resisting elements at that
connection, which is beyond the scope of this document.
2.1.3.2f Diaphragm Aspect Ratio See Commentary
1.1.3.2b.
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
2.1.3.2g Diaphragm Openings See Commentary
1.1.3.2c.
2.1.3.3 Wall Systems
2.1.3.4 Roof Systems
2.1.3.4a Framing Spans Limiting lumber rafter spans
to 26 feet is a practical limitation based on availability of
those lengths for lumber. Limiting I-joist rafter spans to
26 feet is a carry-over from limits for floor I-joist span
limitations (see Commentary 2.1.3.2a). Longer I-joists are
manufactured.
2.1.3.4c Overhang Lengths The rafter overhang
length limitation of L/3 is based on moment capacity of
the rafters due to notching for bearing at the top of the
wall (birdsmouth notch).
2.1.3.4d Slope See 1.1.3.4b.
2.1.3.4e Diaphragm Aspect Ratio See 1.1.3.4a.
2.1.5 Design Values
2.1.5.1 Sawn Lumber Allowable shear values for
lumber are based on new shear values recently approved
by the American Lumber Standard Committee . To adjust
the allowable shear values for solid sawn lumber in the
1997 NDS multiply by 1.95.
Note that tabulated values in Chapter 2 Tables are the
properties required by engineering analysis. When selecting the material or product that will satisfy a given
tabulated requirement, design values should be adjusted
by all applicable adjustment factors (See Tables 1A-E of
the Supplement). For example, if a rafter table requires a
1,400 psi bending design value to satisfy a given case,
that 1,400 psi design value is for the joist in the roof –
including all size adjustments, repetitive member adjustments, and load duration adjustments. Thus, if one is
checking a No. 2 Douglas Fir-Larch 2x6, with a tabulated
bending design value of 875 psi, a size factor of 1.3, repetitive member factor of 1.15, and load duration factor
of 1.25 (construction live load) applies. On this basis, a
tabulated bending stress of 875 psi will satisfy the 1,400
psi design requirement, since 875x1.3x1.15x1.25=1,635
psi.
2
ENGINEERED DESIGN
2.1.3.3a Wall Heights The 10 foot height limit is the
maximum prescriptive span permitted in the model building codes for loadbearing walls.
Limiting non-loadbearing walls to 20 feet height is a
practical approach since typical lumber lengths do not
exceed this limit and typical two-story gable endwalls will
not exceed this limit.
2.1.3.3c Shearwall Line Offsets Where shearwalls
are offset less than 4 feet in plan view, the walls shall be
assumed to act along the same shearwall line for purposes
of collecting diaphragm lateral forces into the shearwalls.
2.1.3.3d Shearwall Story Offsets Limiting shearwall
elevation offsets to no more than four times the depth of
the floor framing member limits the magnitude of the moment which is created from overturning forces at the
shearwall ends.
2.1.3.3e Shearwall Segment Aspect Ratio See Commentary 1.1.3.3c.
2.1.3.3g Load Transfer The requirement for
bandjoists, blocking, or other methods to transfer roof,
wall, and or floor loads from upper stories is based on
considerations for compression perpendicular to grain and
bending of top plates if loads from upper levels are carried into these members as concentrated loads through
the floor framing members.
9
2.2 Connections
This section provides capacity requirements for lateral, shear, uplift, overturning, and special connections.
2.2.6.1 Ridge Connections Ridge straps must be installed to resist uplift/opening of the ridge. In cases where
the ridge uplift loads are relatively small, collar ties, also
called collar beams, can be installed in the upper third of
the attic space to resist the ridge uplift/opening forces.
2.3 Floor Systems
This section provides recommendations for three types
of floor framing systems – lumber joists, prefabricated
wood I-joists, and prefabricated wood trusses.
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ENGINEERED DESIGN
2.3.1 Wood Joist Systems
Recommendations for lumber floor joists are consistent with standard practice and with common code
requirements.
2.3.2 Wood I-Joist Systems
The section on prefabricated wood I-joists reminds
the user that product properties and installation recommendations are manufacturer-specific. Thus, while
provisions common to all I-joists are included in this section, many specific sections refer the user to consult the
manufacturer for installation or use instructions.
2.3.3 Wood Floor Truss Systems
Prefabricated trusses are not only manufacturer-specific, but are also “job-specific.” These trusses are
custom-manufactured to meet a unique set of design requirements. They must be used in the application for
which they were designed and must be installed per the
truss installation instructions.
2.4 Wall Systems
This section provides both prescriptive and performance-oriented requirements. Many of the prescriptive
requirements (double top plate, minimum splice length,
etc.) are intended to adequately tie together the various
portions of the structure – reflecting both common practice
and intuitive engineering requirements. The performance
requirements (stud properties, shear wall configurations,
holddown requirements) are based on engineering considerations. Stud tables are based on component and
cladding loads. For component and cladding wind pressures, the bending stresses are computed independent of
axial stresses. In addition, the case in which bending
stresses from main wind-force resisting system pressures
act in combination with axial stresses from wind and gravity loads have been analyzed. For buildings limited to the
conditions in this Manual, the component and cladding
loads typically control the stud design.
2.5 Roof Systems
2.5.1.4 Ridge Beams
This section provides guidance for two types of roof
framing systems. The first system uses a ridge beam –
defined as a structural beam sufficient to carry the rafter
loads at the ridge and supported in a manner sufficient to
carry the loads to the foundation. The ridge beam system
is permitted in all uses that are within the scope of this
Manual. The ridge beam framing system eliminates the
horizontal thrust component acting on the bearing walls.
The second system uses a ridge board – defined as a
nonstructural beam that merely provides a common fastening point for rafters from both sides of the ridge. The
ridge board framing system relies on the inherently stable
triangle, formed by the rafters and ceiling joist to resist
the thrust component acting on the bearing walls. Special
attention to fastening details is required. This system is
not permitted for products other than lumber rafter systems. Due to the increase in thrust forces at lower slopes,
the Manual limits the use of this system to slopes of 3 in
12 or greater. This system is not permitted for use with
prefabricated wood I-joists.
2.5.1.6 Ceiling Joists
When using a ridge board system, significant thrust
loads are developed at the top of the walls supporting the
rafters. Ceiling joists are typically used to resist this thrust
force. When ceiling joists are not present, or when they
run normal to the rafter direction, rafter ties must be installed in the lower third of the attic space to resist the
thrust, or a ridge beam must be installed to resist the vertical loads at the ridge.
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
11
List of Tables
Lateral Framing Connection Loads From
Wind ......................................................... 13
2.11
Loadbearing Wall Loads From Snow or
Live Loads ............................................... 37
2.2A
Uplift Connection Loads From Wind ...... 14
2.12A
2.2B
Ridge Connection Loads From Wind ...... 16
Ceiling Joist Spans for 10 psf Live
Load (Uninhabitable Attics Without
Storage) .................................................... 38
2.2C
Rake Overhang Outlooker Uplift
Connection Loads .................................... 18
2.12B
2.3
Thrust Connection Loads ......................... 19
Ceiling Joist Spans for 20 psf Live
Load (Uninhabitable Attics With Limited
Storage) .................................................... 39
2.4
Roof and Wall Sheathing Suction Loads . 21
2.13A
2.5-1 and
2.5-2
Shear Loads for Roof Diaphragms,
Shearwalls, and Floor Diaphragms
(Wind and Seismic).................................. 22
Ceiling Framing Capacity Requirements
for 10 psf Live Load (Uninhabitable
Attics Without Storage) ........................... 40
2.13B
Lateral Diaphragm Loads From Wind Perpendicular to Ridge - Roof and
Floor Shear ............................................... 23
Ceiling Framing Capacity Requirements
for 20 psf Live Load (Uninhabitable
Attics With Limited Storage) ................... 41
2.14A
Rafter Spans for 20 psf Live Load ........... 42
2.14B
Rafter Spans for 30 psf Ground Snow
Load ......................................................... 45
2.14C
Rafter Spans for 50 psf Ground Snow
Load ......................................................... 46
2.14D
Rafter Spans for 70 psf Ground Snow
Load ......................................................... 47
2.5A
2.5B
Lateral Diaphragm Loads From Wind Parallel to Ridge - Roof and Floor
Shear ........................................................ 25
2.6
Lateral Diaphragm Loads From Wind Parallel to Ridge - Bracing Gable End
Wall .......................................................... 26
2.7A
Floor Joist Spans for 30 psf Live Load
(Sleeping Areas) ....................................... 27
2.15A
Roof Framing Capacity Requirements
for 20 psf Roof Live Load ....................... 48
2.7B
Floor Joist Spans for 40 psf Live Load
(Living Areas) .......................................... 28
2.15B
Roof Framing Capacity Requirements
for 30 psf Ground Snow Load ................. 49
2.7C
Floor Joist Bearing Stresses for Floor
Loads ........................................................ 29
2.15C
Roof Framing Capacity Requirements
for 50 psf Ground Snow Load ................. 50
2.8A
Floor Framing Capacity Requirements
for 30 psf Live Load (Sleeping Areas) .... 30
2.15D
Roof Framing Capacity Requirements
for 70 psf Ground Snow Load ................. 51
2.8B
Floor Framing Capacity Requirements
for 40 psf Live Load (Living Areas) ........ 31
2.16
2.9A
Exterior Wall Stud Bending Stresses
From Wind Loads .................................... 32
Ridge Beam Capacity Requirements
for Interior Center Bearing Roof and
Ceiling ...................................................... 52
2.17
2.9B
Exterior Wall Stud Compression
Stresses..................................................... 33
Hip and Valley Beam Capacity
Requirements ........................................... 53
2.9C
Interior Loadbearing Wall Stud
Compression Stresses From Live Loads.. 35
2.10
Exterior Wall Induced Moments From
Wind Loads .............................................. 36
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2
ENGINEERED DESIGN
2.1
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Commentary C2.PMD
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ENGINEERED DESIGN
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.1
13
Lateral Framing Connection Loads From Wind
Description: Lateral framing connection loads at base
and top of wall expressed in pounds per linear foot of
wall length.
Background: Components and cladding (C&C) coefficients result in higher wind loads relative to main wind
force coefficients. When determining C&C pressure coefficients (GCpf), the effective wind area equals the tributary
area of the framing member. For long and narrow tributary areas, the area width may be increased to one-third
the framing member span to account for actual load distributions. This results in lower average wind pressures.
The increase in width applies only to calculation of wind
force coefficients.
pmax = 22.56 (-1.22 - 0.18) = -31.48 psf
2
The pressure is multiplied by half the stud height:
w = -31.48(10/2) = |-157 plf |
(WFCM Table 2.1)
Required capacity of connections spaced at 16" o.c.
P = w(16 in./12)
= 209 lbs. (suction)
Footnote 1:
Connection loads are based on End Zone Coefficients
(Zone 5) per the figure of Table 2.4. Where Interior Zones
(Zone 4) occur, connection loads may be reduced. Adjustment of tabulated loads are conservatively based on a
20' wall height where A = 133 ft2.
ENGINEERED DESIGN
Procedure: Compute the connection load at the top and
bottom of studs based on tributary wind loads, using components and cladding coefficients.
Therefore:
End Zone:
Example:
Given - 120 mph, Exposure B, 33' MRH, 10' wall
height, 16" o.c.
pmax = qGCpf - qGCpi
GCpf = -0.8 - 0.6[(log(A/500)) / (log (10/500))]
= -0.8 - 0.6[(log(133/500)) / (log(10/500))]
= -1.00
Interior Zone:
where:
GCpf = -0.8 - 0.3[(log(A/500)) / (log (10/500))]
pmax = pressure on the wall
= -0.8 - 0.3[(log(133/500)) / (log(10/500))]
= -0.9
q = 0.00256V2KzKztKdI = 22.56 psf
Stud tributary area equals 13.3 ft2. The minimum required
area for analysis is h2/3=33.3 ft2. The GCpf equation is
determined using ASCE 7-98 Figure 6-5A.
End Zones (See ZONE 5 of Table 2.4 Figure):
The ratio of Zone 4 to Zone 5 loads is:
(-0.9-0.18) / (-1.0-0.18) = 0.92
(WFCM Table 2.1)
Therefore, Interior Zone loads may be reduced to 92% of
tabulated values.
GCpf = -0.8 - 0.6[(log(A/500)) / (log(10/500))]
= -0.8 - 0.6[(log(33.3/500)) / (log(10/500))]
= -1.22
The internal pressure coefficient (GCpi) is taken from
ASCE 7-98 Table 6-7.
GCpi = +/- 0.18
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Commentary C2.PMD
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ENGINEERED DESIGN
Table 2.2A
Uplift Connection Loads From Wind
Description: Uplift loads at the roof to wall connection.
Procedure: Use Main Wind Force Resisting System
(MWFRS) coefficients to calculate wind uplift forces. Sum
moments to compute maximum uplift force at the roof to
wall connection.
Background: Per ASCE 7-98, worst case uplift loads occur at a 20 degree roof slope with wind perpendicular to
the ridge and roof overhang uplift forces included. Roof/
ceiling gravity loads are included to resist uplift forces.
Example:
Given - 120 mph, Exposure B, 33' MRH, 20 degree roof
slope, 36' roof span, 2' overhangs, 15 psf roof/ceiling dead
load, 16" o.c.
Summing moments about the leeward roof-to-wall intersection, the uplift forces are calculated for a 1' wide section
through the building. To parallel the notation above, the
forces retain the WR, WO, etc., notation and are preceded
by a V (for vertical) or H (for horizontal).
VWO
= -39.5(2)
=
-79.0 lbs.
VWR
= -28.2(36 / 2)
=
-507.6 lbs.
VLR
= -19.6(36 / 2)
=
-353.0 lbs.
VLO
= -19.6(2)
=
-39.2 lbs.
HWO
HWR
°
= -39.5(2)(tan(20 ))
=
-28.8 lbs.
°
=
-184.8 lbs.
°
=
-128.4 lbs.
=
-14.3 lbs.
= -28.2(36 / 2)(tan(20 ))
= -19.6(36 / 2)(tan(20 ))
HLR
°
HLO
= -19.6(2)(tan(20 ))
The dead load of the roof, R, is also added:
External pressure coefficients are taken from Figure 6-4
of ASCE 7-98. Internal pressure coefficients for Windward Roof (WR), Leeward Overhangs (LO), and Leeward
Roof (LR) are taken from Table 6-7 of ASCE 7-98. Internal pressure coefficient for the Windward Overhangs
(WO) are computed using a gust factor (0.85) and a pressure coefficient (0.8) from sections 6.5.8.1 and 6.5.11.4.1
of ASCE 7-98, respectively.
RWO
= 9(2)
=
18 lbs.
RWR
= 9(18)
=
162 lbs.
RLO
= 9(2)
=
18 lbs.
RLR
= 9(18)
=
162 lbs.
Summing moments about the leeward top of wall:
∑ML= 0 = [-79.0+18][1+36] + [-507.6+162]
[9+18] + [-353.0+162][9]- [-39.2+18]
End Zone:
[1] + [(-28.8)(0.364)] - [(-184.8)(3.276)] +
WO
GCpf =
-1.07,
GCpi =
-0.68
WR
GCpf =
-1.07,
GCpi =
-0.18
LO
GCpf =
-0.69,
GCpi =
-0.18
LR
GCpf =
-0.69,
GCpi =
-0.18
[(-128.4)(3.276)] - [(-14.3)(0.364)] - 36FW
Solving for FW:
FW = |-364 plf|
(WFCM Table 2.2A)
proof = q(GCpf - GCpi), for each portion of the roof
proof
= pressure on the roof portion
q
= 0.00256V2KzKztKdI =
Required capacity of connections spaced at 16" o.c.
PW =
22.56 psf
= 22.56(-1.07 - 0.68) = -39.5 psf
pWR
= 22.56(-1.07 - 0.18) = -28.2 psf
pLR
= 22.56(-0.69 - 0.18) = -19.6 psf
pLO
= 22.56(-0.69 - 0.18) = -19.6 psf
Since dead loads in this case are resisting uplift forces,
they are multiplied by 0.6, per ASCE 7-98 Section 2.4.1.
Thus roof/ceiling dead loads are equal to:
(15 psf)0.6
=
=
484 lbs. (Uplift)
Footnote 1:
Tabulated loads are based on end zone pressures. Where
the requirements of footnote 1 are met, tabulated loads
may be decreased as follows:
Substituting:
pWO
Fw(16 in./12)
Given - 85 mph, Exposure B, 33' MRH, 20 degree roof
slope, 12' roof span, 2' overhangs, 0 psf roof/ceiling dead
load, 12" o.c.
9 psf
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
15
End Zone uplift force is:
119 plf
(WFCM Table 2.2A)
Interior Zone uplift force based on calculation similar to
exterior zone is:
2
88 plf
ENGINEERED DESIGN
Reduction factor:
= (88 plf) / (119 plf)
= 0.75
(WFCM Table 2.2A)
Dead Load
Wind Uplift Force
Uplift Force Reaction (Fw)
Leeward Wall
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Commentary C2.PMD
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ENGINEERED DESIGN
Table 2.2B
Ridge Connection Loads From Wind
Description: Strap connection capacity required at ridge
to resist separation due to wind uplift.
Procedure: Compute the wind uplift force using
MWFRS coefficients. Sum moments to compute maximum horizontal tension force (T).
Background: Ridge straps restrain the ridge from separating under suction wind loads.
Example:
Given - 120 mph, Exposure B, 33' MRH, 7:12 roof pitch,
36' roof span, 10 psf roof dead load, 16" o.c.
Horizontal force at ridge:
Since dead loads in this case are resisting uplift forces,
they are multiplied by 0.6, per ASCE 7-98 section 2.4.1.
Thus roof/ceiling dead loads are equal to:
(10 psf)0.6
=
6 psf
Separating the roof system at the ridge and summing
moments about the windward and leeward roof-to-wall
intersection separately, the offsetting horizontal ridge
force, designated FRx (windward) and FRx (leeward), can be determined. As in Table 2.2A, calculations assume a 1' width
in addition to a similar force notation; WR, LR, etc. with
loads preceded by a V (for vertical) or H (for horizontal).
VWR = -28.2(36 / 2)
= -507.6 lbs.
VLR = -16.0(36 / 2)
= -288.0 lbs.
pWR = 22.56[-1.07 - 0.18]
= -28.2 psf
HWR = -28.2(36 / 2)(7/12)
= -296.1 lbs.
pLR = 22.56[-0.53 - 0.18]
= -16.0 psf
HLR = -16.0(36 / 2)(7/12)
= -168.0 lbs.
Finally, the dead load of the roof, R, is added:
RWR = 6.0(18)
=
108 lbs.
RLR = 6.0(18)
=
108 lbs.
Dead Load
Vertical Wind Component
Horizontal Wind Component
F
RY
F
RX
Leeward Wall
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
17
Summing moments about the windward top of wall:
∑MW = 0 = - [(-507.6)+(108)][9] - [-296.1][5.25] +
10.5FRx + 18FRy
= 3596.4 +1554.5 + 10.5FRx + 18FRy
2
ENGINEERED DESIGN
Summing moments about the leeward top of wall:
∑ML= 0 = [(-288.0)+(108)][9] + [-168.0][5.25] - 10.5FRx +
18FRy
= -1620.0 - 882.0 - 10.5FRx + 18FRy
Setting:
18FRy (leeward) = 18FRy (windward)
∑ MW = 0
= 3596.4 +1554.5 + 10.5FRx = -1620.0 - 882.0 10.5FRx
21FRx = 7652.9
Solving for FRx:
FRx = |-365 plf |
(WFCM Table 2.2B)
Required capacity of connections spaced at 16" o.c.
PRx = FRx(16 in./12) = 486 lbs.
Footnote 1:
For framing not located within W/5 or 6' of corners, wind
pressures are reduced.
Horizontal force at ridge:
pWR = 22.56[-0.69 - 0.18]
= -19.6 psf
pLR = 22.56[-0.37 - 0.18]
= -12.4 psf
Using the reduced horizontal wind force and solving for
FRx:
FRx = 239 plf
Dividing the reduced load by the tabulated load:
= 239 / 365
= 0.65
For spans at 150 mph windspeed, the reduction factor is
calculated to be 0.7, which is a conservative ratio of reduced to tabulated loads.
Thus, for footnote 1 use 0.7.
(WFCM Table 2.2B)
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Commentary C2.PMD
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ENGINEERED DESIGN
Table 2.2C
Rake Overhang Outlooker Uplift Connection Loads
Description: Uplift loads at the connection of the rake
overhang outlooker to endwall or rake truss.
Procedure: Calculate wind pressures based on C&C
pressure coefficients assuming Zone 3 and Zone 3 Overhang wind loads per the Figure of Table 2.4. Sum moments
about the first interior truss to calculate the uplift connection load.
= 0.65
(WFCM Table 2.2C)
Footnote 4:
For the footnoted cases, outlooker spans shall be limited
to 20" based on bending capacity of the outlooker.
MReq. < FbSx
MReq. = (wL2)/2
Background: Outlooker connection loads are based on
Table 2.4 suction pressures.
Example:
Given - 120 mph, Exposure B, 24" o.c. outlooker spacing, 24" truss spacing, 2' overhang.
= (130/12)(242)/2
= 3,119 in.-lbs./ft.
where:
w = 130 psf (Zone 3 Overhang @ 150 mph)
L = 20 in. + 4 in.
For Zone 3 Roof Overhangs the suction pressure is:
From WFCM Table 2.4:
= 24 in.
For outlookers spaced 24" o.c.
83.5 psf
MReq. = (3,119 in.-lbs.)(2 ft.)
6,239 in.- lbs.
For Zone 3 Roof the suction pressure is:
FbSx for a #2 2x4 Hem Fir Outlooker is:
From WFCM Table 2.4:
FbSx = (850 psi)(1.5)(1.6)(3.0625)
67.2 psf
= 6,247 in.-lbs.
Summing moments about the first interior truss, the uplift
force at the connector is:
∑M = 0 = (83.5/12)(36 in.)(24 in.) + (67.2/12)(24 in.)
(12 in.) - (U)(24 in. - 3.5 in.)
MReq. < FbSx
6,239 in.-lbs. < 6,247 in.-lbs.
Solving for U:
Thus, outlookers shall be limited to 20" in length.
U = 372 lbs.
(WFCM Table 2.2C)
Required capacity of connections spaced 24" o.c.
U = 744 lbs.
Wind Uplift
Forces
Footnote 3:
Tabulated loads may be reduced when they occur in Zone
2 per the Figure of Table 2.4. The required capacity for a
connector in Zone 2 is:
First Interior Truss
or Rafter
Uzone 2 = 482 lbs.
Thus, where zone 2 occurs, tabulated loads may be multiplied by the following factor:
Stud Wall
Uplift
Connector
Uzone 2/Uzone 3 = (482 lbs.) /(744 lbs.)
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.3
19
Thrust Connection Loads
Maximum loads into heel joint connections are a result of
balanced snow as opposed to unbalanced snow loads.
Procedure: Under live plus dead load, sum moments
about one heel joint.
Tensile force in ceiling joist equals heel joint connection
requirement.
Background: Calculations sum forces at the heel. Note
that the connection of rafter to ceiling joist is generally a
single shear connection. For cases in which the forces are
very high, the eccentricity of the load at this connection
can be substantial and should be considered in the design.
Overhangs are ignored in the connection calculation as
they reduce the amount of thrust.
Summing moments about the right heel joint:
∑Mright = 0 = (10 + 23.1)(36)(18) - 36RLeft
Example:
Given - 4:12 slope, 36' roof span, 16" o.c., 10 psf roof
dead load, 30 psf ground snow load.
Roof Dead Load
= 10 psf
Roof Snow Load
= 0.7(pg)(Ct)
RLeft = 596 plf
Given the reaction at the left wall, we may cut a section at
the ridge and then sum moments about the ridge to determine the tensile force.
Summing moments about the ridge:
∑Mridge = 0 = 18RLeft - [(10 + 23.1)(18)(9)] - 6T
Solving for the tensile heel joint force (T) per the figure
of Table 2.3:
= 0.7(30)(1.1)
T = [18(596) - (33.1(18)(9))] / 6
= 23.1 psf
Total Load
2
ENGINEERED DESIGN
Description: “Tie force” required at heel joint connection of rafter and ceiling joist.
= 894 plf
(WFCM Table 2.3)
= 33.1 psf
Dead and Live Loads
Ridge
T
T
Right Heel Joint
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Commentary C2.PMD
19
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20
ENGINEERED DESIGN
Required capacity of connections spaced at 16" o.c.
P = T(16 in./12)
= 1,192 lbs.
(WFCM Table 2.3)
Footnote 5:
When rafter ties are located above the top plate, additional
thrust forces shall occur. The increase in loads is a function of the thrust connector location and may be quantified
using ratio of moment arms (see Table 2.3 Figure).
Trequired(HR - HC) =
Ttabulated(HR )
The required thrust connector force is:
Trequired = Ttabulated(HR) / (HR - HC)
Dividing through by HR yields::
Trequired = Ttabulated / (1 - (HC/HR ))
(WFCM Table 2.3)
Note:
See Table 2.14A for calculation of heel joint deflections.
AMERICAN WOOD COUNCIL
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.4
21
Roof and Wall Sheathing Suction Loads
Description: Suction pressure on roof sheathing.
Calculate roof suction pressures:
Procedure: Calculate wind pressures based on C&C
pressure coefficients.
Zone 1:
Background: Roof sheathing suction loads are tabulated
for dual-slope roofs based on ASCE 7-98 Figures 6-5 and
6-7, respectively.
Zone 2:
2
(WFCM Table 2.4)
p = 22.56(-2.1 - 0.18) = 51.4 psf
(WFCM Table 2.4)
p = 22.56(-2.8 - 0.18) = 67.2 psf
(WFCM Table 2.4)
Zone 3:
Example:
120 mph, Exposure B, 33' MRH
p = q(GCpf - GCpi)
Zone 3 Overhang:
p = 22.56(-3.7) = 83.5 psf
where:
p = pressure on the roof
q = 0.00256V2KzKztKdI
ENGINEERED DESIGN
p = 22.56(-1.0 - 0.18) = 26.6 psf
(WFCM Table 2.4)
From Figure 6-5A in ASCE 7-98.
= 22.56 psf
ASCE 7-98 states that for cladding and fasteners, the effective wind area shall not be greater than the area that is
tributary to an individual fastener. However, there is no
adjustment for wind areas less than 10 ft2. Therefore,
sheathing suction loads assume an effective wind area of
10 ft2 for different zones on the roof.
Zone 4:
GCpf = -0.8 - 0.3[(log(A/100)) / (log(10/100))]
= -1.1
Zone 5:
GCpf = -0.8 - 0.6[(log(A/100)) / (log(10/100))]
= -1.4
From Figure 6-5B in ASCE 7-98.
For all Zones:
Zone 1:
GCpi = +/- 0.18
GCpf = -0.9 - 0.1([log(A/100)] / [log(10/100)])
Calculate wall suction pressures:
= -1.0
Zone 4:
Zone 2:
GCpf = -1.4 - 0.7([log(A/100)] / [log(10/100)])
= -2.1
p = 22.56(-1.1 - 0.18) = 28.9 psf
(WFCM Table 2.4)
p = 22.56(-1.4 - 0.18) = 35.6 psf
(WFCM Table 2.4)
Zone 5:
Zone 3:
GCpf = -1.7 - 1.1([log(A/100)] / [log(10/100)])
= -2.8
Zone 3 Overhang:
GCpf = -2.5 - 1.2([log(A/100)] / [log(10/100)])
= -3.7
For all Zones:
GCpi = +/- 0.18
AMERICAN FOREST & PAPER ASSOCIATION
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Commentary C2.PMD
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22
ENGINEERED DESIGN
Tables 2.5-1 and 2.5-2
Shear Loads for Roof Diaphragms, Shearwalls, and Floor
Diaphragms
(Wind and Seismic)
Description: Generalized procedure for determining
shear forces.
Procedure: Collect shears from all horizontal diaphragms above this level.
Background: Procedures for calculation of seismic loads
are in accordance with provisions in 2000 IBC, ASCE 798, and NEHRP 2000.
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
22
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101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.5A
23
Lateral Diaphragm Loads From Wind - Perpendicular to Ridge
(Roof and Floor Shear)
Description: For calculating lateral loads in roof and
floor diaphragms.
Background: Lateral loads are based on MWFRS and are
a function of roof slope. For loads into floor diaphragms,
the MWFRS coefficients are based on a worst case 20
degree roof slope.
Example:
Given - 120 mph, Exposure B, 33' MRH, 6:12 roof slope,
24' roof span.
Interior Zone
End Zone
Windward Leeward Windward Leeward
GCpf
-0.10
-0.45
-0.19
-0.59
GCpi
0.18
0.18
0.18
0.18
p (psf)
-6.3
-14.2
-8.4
-17.4
Since these forces act in opposite directions, they will sum
to 9.0 psf at the end zone and 7.9 psf at the interior zone.
Calculate the average pressure on the roof:
ENGINEERED DESIGN
Procedure: Compute lateral loads on roof and walls.
Collect forces into diaphragms.
2
Calculate the roof forces:
p = [9.0(X) + 7.9(W-X)] / W
= [9.0(6 ft.) + 7.9(18 ft.)] / 24
Calculate forces in roof and floor diaphragms:
p = q(GCpf - GCpi)
= 8.18 psf
where:
W = Building Width
where:
X = End Zone Length
p = pressure on the roof
q = 0.00256V2KzKztKdI
=
22.56 psf
Calculate the wall forces:
The roof diaphragm will take load from half the wall below and load directly applied to the diaphragm.
wfloor = 23.03(4 ft.) + 8.18(6 ft.)
Interior Zone
End Zone
Windward Leeward Windward Leeward
GCpf
0.55
-0.39
0.73
-0.54
GCpi
0.18
0.18
0.18
0.18
p (psf)
8.3
-12.9
12.4
-16.1
Since these forces act in the same direction, they will sum
to 28.5 psf at the end zone and 21.2 psf at the interior
zone.
Calculate the average pressure on the wall:
= 141 plf
(WFCM Table 2.5A)
Calculate the average pressure on the wall given the maximum MWFRS coefficients occur at a 20 degree roof slope
per ASCE 7-98.
Interior Zone
End Zone
Windward Leeward Windward Leeward
GCpf
0.53
-0.43
0.80
-0.64
GCpi
0.18
0.18
0.18
0.18
p (psf)
7.9
-13.7
13.9
-18.5
p = [28.5(X) + 21.2(W-X)] / W
= [28.5 psf (6 ft.) + 21.2 psf(18 ft.)] / 24
= 23.03 psf
where:
W = Building Width
X = End Zone Length
p = [32.4(6 ft.) + 21.6(18 ft.)]/24
= 24 psf
Summing the wall pressure for an 8' high wall and adding
an extra 1' to account for the depth of the floor joists,
calculate the lateral load on the floor diaphragm:
wfloor = 24(9)
= 219 plf
AMERICAN FOREST & PAPER ASSOCIATION
(WFCM Table 2.5A)
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
23
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101256503
24
ENGINEERED DESIGN
(Note: It is easy to get arithmetic signs confused for this
example. The pressure coefficients are positive when pressure is acting TOWARD a surface and negative when
acting AWAY from a surface. That is why the pressures
on the walls in the example above have different arithmetic signs even though they act in the same direction.)
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Commentary C2.PMD
24
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101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.5B
25
Lateral Diaphragm Loads From Wind - Parallel to Ridge
(Roof and Floor Shear)
Description: Lateral loads on roof and walls collected
into diaphragms.
Background: For wind loads parallel to the ridge,
MWFRS coefficients are not dependent on roof slope.
Lateral forces into the roof diaphragm shall include the
contribution from the wall triangular portion of the gable
endwall in addition to the tributary wall.
Example:
Given - 120 mph, Exposure B, 33' MRH, 7:12 roof pitch,
24' roof span
wfloor = 16.58(9)
= 149 plf
(WFCM Table 2.5B)
(Note: It is easy to get arithmetic signs confused for this
example. The pressure coefficients are positive when pressure is acting TOWARD a surface and negative when
acting AWAY from a surface. That is why the pressures
on the walls in the example above have different arithmetic signs even though they act in the same direction.)
2
ENGINEERED DESIGN
Procedure: Compute lateral loads on walls and roof.
Collect forces into diaphragms.
Summing this pressure for an 8' high wall and adding an
extra 1' to account for the depth of the floor joists, calculate the lateral load on the floor diaphragm:
q = 22.56 psf
Calculate the wall forces:
Interior Zone
End Zone
Windward Leeward Windward Leeward
GCpf
0.40
-0.29
0.61
-0.43
GCpi
0.18
0.18
0.18
0.18
p (psf)
5.0
-10.6
9.7
-13.8
Since these forces act in the same direction, they will sum
to 23.5 psf at the end zone and 15.6 psf at the interior
zone.
Calculate the average pressure on the wall. Note the end
zone force occurs on one end of the building, not at both
end zones simultaneously.
p = [23.5(X) + 15.6(L-X)] / L
= [23.5(3 ft.) + 15.6(21.0 ft.)] / (24 ft.)
= 16.58 psf
where:
L = Building Length
X = End Zone Length
Calculate the lateral load on the roof diaphragm:
wroof = [pwall(Agable)/W] + [pwall(Hwall/2)]
= [16.58(½)(24 ft.)(7 ft.)] / 24 + [16.58(8 ft./2)]
= 124 plf
(WFCM Table 2.5B)
AMERICAN FOREST & PAPER ASSOCIATION
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Commentary C2.PMD
25
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26
ENGINEERED DESIGN
Table 2.6
Lateral Diaphragm Loads From Wind - Parallel to Ridge
(Bracing Gable End Wall)
Description: For attic floor or ceiling diaphragms when
bracing gable endwalls.
Procedure:
diaphragm.
Compute loads on walls, collect forces into
Example:
Given - 120 mph, Exposure B, 33' MRH, 6:12 roof slope,
36' roof span.
Calculate lateral pressures on the walls:
q = 22.56 psf
Interior Zone
End Zone
Windward Leeward Windward Leeward
0.40
-0.29
0.61
-0.43
+/-0.18
+/-0.18
+/-0.18
+/-0.18
positive
internal
pressure
(psf)
negative
internal
pressure
(psf)
Awall = (4 ft.)(36 ft.)
Atotal = 81+144
=
81 ft.2
=
144 ft.2
=
225 ft.2
Calculate the lateral load on the ceiling diaphragm:
Background: Forces on the gable end are a function of
roof slope.
GCpf
GCpi
Agable = (½)[½(9 ft.)(36 ft.)]
5.0
-10.6
9.7
-13.8
13.1
-2.5
17.8
-5.6
wceiling = [pwall(Atotal)] / W
= [16.39 psf (225 ft.2)] / 36 ft.
= 102 plf
(WFCM Table 2.6)
Footnote 3:
Where the diaphragm resists loads from only one endwall
the average pressure on the wall is a function of either the
loads on the windward or leeward wall. For a gable
endwall, the worst case MWFRS loads occur on the windward wall. The tabulated loads may be conservatively
reduced by taking the ratio of windward load for a single
wall to the windward and leeward wall loads.
Reduction Factor
= 13.1 / [13.1-(-2.5)]
= 0.84
(WFCM Table 2.6)
Since these forces act in the same direction, they will sum
to 23.5 psf at the end zone and 15.6 psf at the interior
zone.
Calculate the average pressure on the wall:
pwall = [23.5(X) + 15.6(W-X)] / L
= [23.5(3.6) + 15.6(32.4)] / 36
= 16.39 psf
where:
W = Building Width
X = End Zone Length
When an attic floor or ceiling diaphragm is used to brace
a gable endwall for wind, the loaded area equals half the
area of the gable above plus half the wall below. The areas are calculated as:
AMERICAN WOOD COUNCIL
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Commentary C2.PMD
26
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101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.7A
27
Floor Joist Spans for 30 psf Live Load
(Sleeping Areas)
Description: Calculation of maximum permissible spans
for lumber floor joists.
ZWRWDO / IE
6
Background: Table 2.7A is applicable for simple span and
a continuous span on three supports for uniform load distributions.
Procedure for using this table: First establish your configuration (dead load magnitude, joist spacing, joist size).
Next, select the E of your joist for the desired span. If the
Fb' value for your joist meet or exceeds the tabulated fb
for that row, then the joist meets the requirements of this
table. If the Fb' value for your joist is lower than fb, then
Fb' controls the design, move up in the table to the correct
fb – your maximum span is listed in that row.
2
SVL
fb(Tabulated) = 1,216 psi
(WFCM Table 2.7A)
ENGINEERED DESIGN
Procedure: Perform span calculation based on L/360
deflection limit. Based on the L/360 maximum span, determine the allowable bending stress (fb).
Calculate the required bending stress, fb:
Example:
Given - 2x10 floor joist, 16" o.c., E = 1.6 million psi, 10
psf dead load, ∆LL ≤ L/360
wDL = 10 psf(16 in./12)
=
13.33 plf
wLL = 30 psf(16 in./12)
=
40.00 plf
wTL = 13.33 + 40
=
53.33 plf
Calculate the deflection-limited span:
ǻ
ZOLYH / /
/
(,
(,ǻ
ZOLYH
[ LQ
IW LQ
L∆ = 18 ft.-0 in.
(WFCM Table 2.7A)
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
27
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28
ENGINEERED DESIGN
Table 2.7B
Floor Joist Spans for 40 psf Live Load
(Living Areas)
Description: Calculation of maximum permissible spans
for lumber floor joists.
Procedure: Perform span calculation for a given set of
E and fb properties.
Background: Same as 2.7A.
Example:
Given - 2x10 floor joist, 16" o.c., E = 1.6 million psi, 10
psf dead load, ∆LL ≤ L/360
wdead = 10 psf(16 in./12)
= 13.33 plf
wlive = 40 psf(16 in./12)
= 53.33 plf
wtotal = 13.33 + 53.33
= 66.67 plf
Calculate the deflection-limited span:
ǻ
ZOLYH / /
/
(,
(,ǻ
ZOLYH
[ LQ
IW LQ
L∆ = 16 ft.-5 in.
(WFCM Table 2.7B)
Calculate the required bending stress, fb:
ZWRWDO / IE
6
SVL
fb(Tabulated) = 1,255 psi
(WFCM Table 2.7B)
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
28
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101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.7C
Floor Joist Bearing Stresses for Floor Loads
Description: Calculation of compression perpendicular
to grain stresses at joist bearing.
Procedure:
29
2
Compute load and divide by bearing area.
ENGINEERED DESIGN
Background: None.
Example:
Given - 16' floor joist span, 16" o.c., 10 psf dead load, 40
psf live load.
Calculate the required compression perpendicular to grain
stress:
L = 16 ft.
w = (40 psf + 10 psf)(16 in./12)
= 66.67 plf
Calculate bearing area:
A = 1.5 x 1.5
2.25 in.2
=
Calculate the compression stress:
fc = [wL] / [2A]
= [66.67 plf(16 ft.)] / [2(2.25 in.2)]
= 237 psi
(WFCM Table 2.7C)
Footnote 1:
For continuous spans, the bearing stress shall be multiplied by the following factor to account for increased
bearing stress at the interior supports:
fc (continuous span) = 1.25wL / A
fc (simple span) =
0.5wL / A
Adjustment Factor =
1.25wL / A
0.5wL / A
= 2.5
(WFCM Table 2.7C)
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
29
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101256503
30
ENGINEERED DESIGN
Table 2.8A
Floor Framing Capacity Requirements for 30 psf Live Load
(Sleeping Areas)
Description: Calculation of joist properties required under a given span and load.
Procedure:
Input spans, solve for EIApp., MReq., FBearing.
Calculate the bearing capacity required:
)%HDULQJ
OEV
Background: Same as for Tables 2.7A.
Note: For I-joists:
• EIApp. = effective rigidity (including shear deflection
and composite action)
• Minimum bearing length and web stiffener requirements must be satisfied
FBearing = 640 lbs.
wdead = 10 psf(24 in./12)
=
20 plf
wlive = 30 psf(24 in./12)
=
60 plf
=
80 plf
(WFCM Table 2.8A)
Footnote 2:
For a continuous span with load only between two supports EIApp. is:
(, ASS =
Example:
Given - 16' span, 24" o.c., 10 psf dead load, ∆LL ≤ L/360
wtotal = 20 + 60
ZWRWDO/
Z/
∆
For a simple span, EIApp. is:
(, ASS =
Z/
∆
Calculate the apparent rigidity:
ǻ
ZOLYH /
/
Taking the ratio of tabulated continuous span EIApp. to the
simple span EIApp. equals:
(,
= 384 / [109(5)]
= 0.71 Conservatively use 0.75
ZOLYH / = 0.75
Footnote 3:
Per the Commentary of Table 2.7C, multiply tabulated
bearing capacities by 2.5 at interior supports of continuous members.
(WFCM Table 2.8A)
PLOOLRQ LQ OEV
EIApp. = 166 million in.2-lbs.
(WFCM Table 2.8A)
Footnote 4:
At interior supports, shear requirements are ½ of the bearing requirements given in footnote 3.
= 2.5/2
Calculate the moment capacity required:
= 1.25
05HT
ZWRWDO/ (WFCM Table 2.8A)
(WFCM Table 2.8A)
IW OEV
MReq. = 2,560 ft.-lbs.
(WFCM Table 2.8A)
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
30
1/12/02, 5:16 PM
101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.8B
31
Floor Framing Capacity Requirements for 40 psf Live Load
(Living Areas)
Description: Calculation of joist properties required under a given span and load.
Input spans, solve for EIApp., MReq., FBearing.
FBearing
Background: Same as for Tables 2.7A.
wtotalL
2
100(16)
2
800 lbs.
Note: For I-joists:
• EIApp. = effective rigidity (including shear deflection
and composite action)
• Minimum bearing length and web stiffener requirements must be satisfied
FBearing = 800 lbs.
(WFCM Table 2.8B)
Footnotes 2-4:
See Table 2.8A Commentary for calculation of footnotes.
2
ENGINEERED DESIGN
Procedure:
Calculate the bearing capacity required:
Example:
Given - 16' span, 24" o.c., 10 psf dead load, ∆LL ≤ L/360
wdead = 10 psf(24 in./12)
=
20 plf
wlive = 40 psf(24 in./12)
=
80 plf
=
100 plf
wtotal = 20 + 80
Calculate the apparent rigidity:
EIApp
5 wlive L 4
384û
5(360)wlive L 3
384
5(80/12)(360)(16(12))3
384
221.1 million in.2 lbs.
EIApp. = 221 million in.2-lbs.
(WFCM Table 2.8B)
Calculate the moment capacity required:
MReq.
wtotalL 2
8
100(16)2
8
3,200 ft. lbs.
MReq. = 3,200 ft.-lbs.
(WFCM Table 2.8B)
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary C2.PMD
31
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101256503
32
ENGINEERED DESIGN
Table 2.9A
Exterior Wall Stud Bending Stresses From Wind Loads
Description: Bending stress in wall studs under wind
load.
Procedure: Compute wind pressures using C&C coefficients, calculate stud requirements.
Background: As in Table 2.4, peak suction forces are very
high. Defining the effective wind area and the tributary
area of the stud is key to computing the design suction.
Stud span equals the wall height minus the thickness of
the top and bottom and plates. For a nominal 8' wall the
height is: 97 1/8" - 4.5" = 92 3/8". Two cases have been
checked in these tables. For C&C wind pressures, the
bending stresses are computed independent of axial
stresses. In addition, the case in which bending stresses
from MWFRS pressures act in combination with axial
stresses from wind and gravity loads must be analyzed.
For buildings limited to the conditions in this Manual, the
C&C loads control the stud design.
Example:
Given - 120 mph, Exposure B, 33' MRH, 10' wall height,
2x4 studs, 16" o.c.
Calculations from Table 2.1 for exterior zone of wall
showed the design pressure for this case to be 31.48 psf.
w = 31.48 psf(16 in./12)
=
41.97 plf
Substituting this uniform load into a simple bending calculation:
Fb
wL 2
8S
(41.97/12) (120 3.375)2
8(3.0625)
1,942 psi
Fb(Tabulated) = 1,942 psi
(WFCM Table 2.9A)
Footnote 2:
See Table 2.1 Commentary for calculation of footnote.
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Commentary C2.PMD
32
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.9B
Exterior Wall Stud Compression Stresses
Description: Direct compression stress in wall studs under live load.
Since the floor load is larger than roof load, the “multiple
levels” reduction will apply to the roof snow load, reducing the roof snow load to:
Sum gravity loads, calculate stud require-
Background: Current ASD design loads do not address
multiple level load reductions. Reduction of loads from
multiple levels were developed in accordance with strength
design in ASCE 7-98. Load reductions are taken as the
worst case of (1.6L+0.5S)/1.6 or (0.5L+1.6S)/1.6.
898 plf (0.5 / 1.6)
= 280 plf
Sum loads:
wdead = [400 + 3(99) + 2(180)]
= 1,057 plf
wlive = (280 + 720 + 720)
= 1,720 plf
wtotal = (1,057 + 1720)
= 2,777 plf
Calculate the compression load:
Example:
Given - Loadbearing wall supporting Roof, Ceiling, & 2
Clear Span Floors, 36' building width, 2' overhangs, 2x6
studs, 12" o.c., 20 psf roof dead load, 50 psf ground snow
load.
2
P = wtotal (12 in./12)
= 2,777 (12 in./12)
ENGINEERED DESIGN
Procedure:
ment.
33
= 2,777 lbs.
Calculate compression stress:
fc = P / A
Roof/Ceiling loads:
= 2,777 / 8.25
= 337 psi
qsnow = 0.7CeCtIpg
= 0.7(1.0)(1.1)(1.0)(50 psf)
(WFCM Table 2.9B)
= 38.5 psf
Per ASCE 7-98 balanced and unbalanced snow loads must
be checked. Unbalanced snow loads are 1.5 times greater
than balanced snow loads, but only act along one half of a
dual pitched roof for rafters 20 feet or less. For forces
along the exterior, unbalanced snow loads result in the
maximum force to the wall.
Sum moments about the top of the wall opposite the unbalanced roof snow load.
∑Mleft = 0
∑ Mleft = [1.5(38.5 psf)][(36 ft./2)+2](28) - 36RRight
Footnotes 2-4:
For spans greater than 40', ASCE 7-98 requires 30% of
the calculated balanced snow load to be added over the
full roof width in addition to the unbalanced snow load:
∑Mleft = 0
∑Mleft = (18)(38.5 psf)(0.3)[(36 + 2(2) ft.] - 36RRight
Rright
=
Wsnow = 231 plf
Given the floor live load is greater than the snow load,
reduce the additional snow load:
= (0.5/1.6)(231 plf)
= 72 plf
Rright = wsnow
= 898 plf
wdead = 20 psf [(36 ft./2) + 2]
= 400 plf
The total compression load is:
wtotal = 2,777 plf + 72 plf
Wall loads:
= 2,849 plf
wdead= 11 psf (9 ft.)
= 99 plf
Calculate the compression load:
Floor loads:
P = wtotal (12 in./12)
wdead = 10 psf (36 ft./2)
= 180 plf
wlive = 40 psf (36 ft./2)
= 720 plf
= 2,849(12/12)
AMERICAN FOREST & PAPER ASSOCIATION
=
2,849 lbs.
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Commentary C2.PMD
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101256503
34
ENGINEERED DESIGN
Calculate compression stress:
fc = P/A
= 2,849 / 8.25
= 346 psi
Tabulated loads shall be multiplied to account for the increased loads:
= 346 psi / 337 psi
= 1.03
The tabulated loads shall conservatively be multiplied by
1.05.
(WFCM Table 2.9B)
Unbalanced Snow Load
Dead Load
Ridge
Left Side of Building
Floor Dead and Live Loads
Exterior Wall
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Commentary C2.PMD
34
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101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.9C
Interior Loadbearing Wall Stud Compression Stresses From Live
Loads
2
Description: Direct compression stress in wall studs under floor live and dead loads.
Sum gravity loads, calculate stud require-
ENGINEERED DESIGN
Procedure:
ments.
35
Background: None
Example:
Given - Loadbearing wall supporting 2 Floors, 36' building width, 2x6 studs, 12" o.c. carrying two floors.
Roof/Ceiling loads:
wdead = 0 psf (clear span roof)
wlive = 0 psf (clear span roof)
Wall loads:
wdead = 11 psf (9 ft.)
= 99 plf
Floor loads:
wdead = 10 psf (36 ft./2)
= 180 plf
wlive = 40 psf (36 ft./2)
= 720 plf
Sum loads:
wdead = [3(99) + 2(180)]
wlive = 2(720)
= 657 plf
= 1,440 plf
wtotal = (657 + 1,440)
= 2,097 plf
Calculate the compression load:
P = wtotal (12 in./12)
= 2,097 (12 in./12)
= 2,097 lbs.
Calculate compression stress:
fc = P/A
= 2,097 / 8.25
= 254 psi
(WFCM Table 2.9C)
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Commentary C2.PMD
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36
ENGINEERED DESIGN
Table 2.10
Exterior Wall Induced Moments From Wind Loads
Description: Applied moment on wall under wind load.
Procedure: Calculate the applied moment, based on
C&C wind pressures.
Background: Applied suction force is dependent on tributary areas.
Example:
Given - 120 mph, Exposure B, 33' MRH, 10' wall height,
studs 24" o.c.
Calculations from Table 2.1 for exterior zone of wall
showed the design pressure for this case to be 31.48 psf.
w = 31.48 psf(24 in./12) = 62.96 plf
Substituting this uniform load into a simple bending calculation:
M
wL 2
8
(62.96) (10 3.375/12)2
8
743.4 ft. lbs.
M(Tabulated) = 743 ft.-lbs.
(WFCM Table 2.10)
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Commentary C2.PMD
36
1/12/02, 5:16 PM
101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.11
37
Loadbearing Wall Loads From Snow or Live Loads
(For Wall Studs, Headers, and Girders)
Description: Gravity loads on walls, headers, and girders.
Since the floor load is larger than roof load, the “multiple
levels” reduction will apply to the roof snow load, reducing the roof snow load to:
Background: Current ASD design loads do not address
multiple level load reductions. Reduction of loads from
multiple levels were developed in accordance with load
and resistance factor design (LRFD). Load reductions
are taken as the worst case of (1.6L+0.5S)/1.6 or
(0.5L+1.6S)/1.6.
Example:
Given - Loadbearing wall supporting Roof, Ceiling, & 2
Clear Span Floors, 36' building width, 2' overhangs, 2x6
studs, 12" o.c., 20 psf roof dead load, 30 psf ground snow
load.
539 plf (0.5 / 1.6) = 168 plf
Sum loads:
wdead = [400 + 2(99) + 2(180)]
=
wlive = (168 + 720 + 720)
958 plf
= 1,608 plf
wtotal = (958 + 1,608) = 2,566 plf
(WFCM Table 2.11)
Footnotes 2-4:
See Table 2.9B Commentary for calculations.
ENGINEERED DESIGN
Procedure: Sum gravity loads, calculate wall and
header/girder requirements.
2
Unbalanced Snow Load
Dead Load
Ridge
Roof/Ceiling loads:
qsnow = 0.7CeCtIpg
= 0.7(1.0)(1.1)(1.0)(30 psf) = 23.1 psf
Left Side of Building
Per ASCE 7-98 balanced and unbalanced snow loads must
be checked. Unbalanced snow loads are 1.5 times larger
than balanced snow loads, but only act along one half of a
dual pitched roof for rafters 20' or less. For forces along
the exterior, unbalanced snow loads result in the maximum force to the wall.
Floor Dead and Live Loads
Header
Exterior Wall
Sum moments about the top of the wall opposite the unbalanced roof snow load.
∑Mleft
∑Mleft
= 0
= [1.5(23.1 psf)(28)][(36 ft./2) + 2] - 36RRight
Rright(Snow) = 539 plf
wroof dead = 20 psf [(36 ft./2) + 2]
= 400 plf
Wall loads:
wdead = 11 psf (9 ft.)
= 99 plf
Floor loads:
wdead = 10 psf (36 ft./2)
= 180 plf
wlive = 40 psf (36 ft./2)
= 720 plf
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Commentary C2.PMD
37
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38
ENGINEERED DESIGN
Table 2.12A
Ceiling Joist Spans for 10 psf Live Load
(Uninhabitable Attics Without Storage)
Description: Calculation of maximum permissible spans
for lumber ceiling joist.
Procedure: Perform span calculation for a given set of
E and fb properties.
Background: Based on simple bending calculation for the
ceiling joist assuming lateral support of the compression
edge.
Example:
Given - 2x6 ceiling joist, 16" o.c., E = 1.4 million psi, 5
psf dead load, ∆LL ≤ 240
wdead = 5 psf(16 in./12)
wlive = 10 psf(16 in./12)
wtotal = 6.67 + 13.33
=
6.67 plf
=
13.33 plf
=
20 plf
Calculate the deflection-limited span:
û
5 wlive L 4
L
240
384EI
4
384EIû
5wlive
3
(384)(1.4x106)(20.8)
(5)(240)(13.33/12)
L
203 in.
16 ft. 11 in.
L = 16 ft.-11 in.
(WFCM Table 2.12A)
Calculate the required bending stress, fb:
fb
wtotal L 2
8S
(20/12)(203)2
8(7.56)
1,137 psi
fb(Tabulated) = 1,137 psi
(WFCM Table 2.12A)
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Commentary C2.PMD
38
1/12/02, 5:16 PM
101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.12B
39
Ceiling Joist Spans for 20 psf Live Load
(Uninhabitable Attics With Limited Storage)
2
Description: Calculation of maximum permissible spans
for lumber ceiling joist.
ENGINEERED DESIGN
Procedure: Perform span calculation for a given set of
E and fb properties.
Background: Based on simple bending calculation for the
ceiling joist assuming lateral support of the compression
edge.
Example:
Given - 2x6 ceiling joist, 16" o.c., E = 1.4 million psi, 10
psf dead load, ∆LL ≤ L/240
wdead = 10 psf(16 in./12) = 13.33 plf
wlive = 20 psf(16 in./12) = 26.67 plf
wtotal = 13.33 + 26.67
= 40 plf
Calculate the deflection-limited span:
û
5 wlive L 4
L
240
384EI
4
384EIû
5wlive
3
(384)(1.4x106)(20.8)
(5)(240)(26.67/12)
L
161 in.
13 ft. 5 in.
L = 13 ft.-5 in.
(WFCM Table 2.12B)
Calculate the required bending stress, fb:
fb
wtotal L 2
8S
(40/12)(161)2
8(7.56)
1,433 psi
fb(Tabulated) = 1,433 psi
(WFCM Table 2.12B)
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Commentary C2.PMD
39
9/19/2003, 4:41 AM
101256503
40
ENGINEERED DESIGN
Table 2.13A Ceiling Framing Capacity Requirements for 10 psf Live Load
(Uninhabitable Attics Without Storage)
Description: Calculation of properties required for a ceiling joist.
Procedure:
Footnotes 2-4:
See Table 2.8A Commentary for calculations.
Input spans, solve for EIApp., MReq., FBearing.
Background: Based on simple bending calculation for the
ceiling joist assuming lateral support of the compression
edge.
Example:
Given - 20' ceiling joist span, 16" o.c., 5 psf dead load,
∆LL ≤ 240
wdead = 5 psf(16 in./12)
= 6.67 plf
wlive = 10 psf(16 in./12)
wtotal = 6.67 + 13.33
= 13.33 plf
= 20 plf
Calculate the apparent rigidity:
EIApp.
5 wlive L 4
384û
(5)(240)wlive L 3
384
(5)(13.33/12)(240)[16(12)]3
384
48 million in.2 lbs.
EIApp. = 48 million in.2-lbs.
(WFCM Table 2.13A)
Calculate the moment capacity required:
MReq.
wtotalL 2
8
20(202)
8
1,000 ft. lbs.
MReq. = 1,000 ft.-lbs.
(WFCM Table 2.13A)
Calculate the bearing capacity required:
FBearing
wtotalL
2
20(20)
2
200 lbs.
FBearing = 200 lbs.
(WFCM Table 2.13A)
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Commentary C2.PMD
40
1/12/02, 5:16 PM
101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.13B
41
Ceiling Framing Capacity Requirements for 20 psf Live Load
(Uninhabitable Attics With Limited Storage)
Description: Calculation of properties required for a ceiling joist.
Input spans, solve for EIApp., MReq., FBearing.
EIApp.
2
ENGINEERED DESIGN
Procedure:
Footnotes 2-4:
See Table 2.8A Commentary for calculations.
5 wlive L 4
384û
(5)(240)wlive L 3
384
(5)(26.67/12)(240)[20(12)]3
384
96 million in.2 lbs.
Background: Based on simple bending calculation for the
ceiling joist assuming lateral support of the compression
edge.
Example:
Given - 20' ceiling joist span, 16" o.c., 10 psf dead load,
∆LL ≤ L/240
wdead = 10 psf(16 in./12)
= 13.33 plf
wlive = 20 psf(16 in./12)
= 26.67 plf
wtotal = 13.33 + 26.67
= 40 plf
Calculate the apparent rigidity:
EIApp. = 96 million in.2-lbs.
(WFCM Table 2.13B)
Calculate the moment capacity required:
MReq.
wtotalL 2
8
40(202)
8
2,000 ft. lbs.
MReq. = 2,000 ft.-lbs.
(WFCM Table 2.13B)
Calculate the bearing capacity required:
FBearing
wtotalL
2
40(20)
2
400 lbs.
FBearing = 400 lbs.
(WFCM Table 2.13B)
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Commentary C2.PMD
41
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101256503
42
ENGINEERED DESIGN
Table 2.14A Rafter Spans for 20 psf Live Load
Description: Calculation of maximum permissible spans
for lumber rafters.
Procedure: Perform span calculation for a given set of
E and fb properties.
Background: Based on simple bending calculations, assuming rafter supported at each end of the rafter. Span is
assumed to be equal to the horizontal projection of the
rafter.
A more sophisticated approach would take the following
into account:
• Compression stresses in rafter when ridge board replaces ridge beam.
• Additional bending and compression load capacity provided by the roof sheathing.
• Increased length of sloped rafter relative to horizontal
projection.
• Reduced loads using sloped rafter length relative to
horizontal projection.
The magnitude of error introduced by ignoring the additional compression is a function of load magnitude, span
and roof slope.
Example:
Given - 2x8 rafter, 16" o.c., fb = 1,600 psi, 10 psf dead
load, ∆LL ≤ L/180
wdead = 10 psf(16 in./12)
= 13.33 plf
wlive = 20 psf(16 in./12)
= 26.67 plf
wtotal = 13.33 + 26.67
= 40 plf
Calculate the moment-limited span:
L = 18 ft.-9 in.
(WFCM Table 2.14A)
Calculate the required modulus of elasticity:
∆ =
L
5 wlive L4
≤
180
384 EI
E =
(5)(180)wlive
L3
384 I
5(180)(26.67 / 12)(224.6)
=
384(47.63)
3
= 1239
.
million psi
E = 1.239 million psi
(WFCM Table 2.14A)
Footnote 1:
When ceiling joists are located higher in the attic space
the rafter span shall be reduced. Assuming the maximum
moment occurs at the rafter tie location, the maximum
applied moment is:
Mmax = wLx - wx2/2
where x is: the horizontal distance from the edge of the
top plate.
Based on similar triangles:
x/Hc = L/HR
Substituting x into the equation for maximum moment
yields:
Mmax = wL(HCL/HR) - w(HCL/HR)2 /2
fb L
wtotalL 2
The maximum tabulated moment is:
8S
Mmax tabulated = wLtabulated2/8
8S (fb)
wtotal
(8)(13.14)(1,600)
40/12
225 in.
18 ft. 9 in.
Substituting the tabulated moment into the equation for
maximum moment and solving for the ratio of actual span
to tabulated span:
L/Ltabulated = [1/[4(HC/HR)(2 - (HC/HR))]]1/2
Note: When ceiling joists or rafter ties are not located at
the bottom of the attic space, horizontal deflection at the
top of the bearing wall may occur. Applied loads are governed by the capacity of the roof rafter. Deflection of the
AMERICAN WOOD COUNCIL
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Commentary C2.PMD
42
1/12/02, 5:16 PM
101256503
COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
wall is a function of the thrust connector location, vertical
wall reaction, and roof load and may be derived using the
following calculations:
43
p = [51.4 psf] / [(cos(26.6))(cos(26.6))/(16 in./12)]
= 85.65 psf
wdead = 10psf(0.6)(16 in./12)
4
P ' a ' 3 w ' LL a '
∆ to tal =
−
3EI
8EI
P ' = w L L ( L ) co s( θ)
a ' = L ( H c / H R ) / co s(θ)
2
= 8 psf
ENGINEERED DESIGN
Dead Load
w ' L L = w L L (co s 2 ( θ))
The total deflection, ∆total, can be expanded to:
∆ to ta l =
Wind Uplift
3
2 1 6 ( L )( H C / H R ) 4 
w L 3 5 7 6 ( L )( H C / H R )
−


EI 
co s 2 θ
co s 2 θ

Rafter
The maximum rafter deflection calculated in Table 2.14AD is given by the following equation:
∆ R after =
5w LL L4
384 EI
Assuming rafter deflections are limited to L/180, the maximum rafter deflection may be rearranged into the following
form:
Net uplift load is:
= p - wdead
= 85.65 psf - 8 psf
w LL L 3
3 8 4 (1 2 )
=
1 8 0 ( 5 )(1 7 2 8 )
EI
= 77.65 psf
Substituting the rafter deflection into the equation for
total deflection, yields the following:
∆ total =
1
co s θ
2
L [1.7 0 ( H C / H R ) 3 − 0 .6 4 ( H C / H R ) 4 ]
Footnote 2:
For rafters, the tabulated spans in Table 2.14A shall be
adjusted for wind uplift loads. Note: Rafter span adjustment factors shall not exceed 1.0.
Load duration factors are used to account for the difference in roof live and wind loads.
wtotalL 2
fb 8S
8S (fb)
L
wtotal
8(13.14)(1,600)(1.6/1.25)
77.65/12
For a 6:12 roof slope, 120 mph wind speed
182 in.
p = q(GCpf - GCpi)
= (-2.1-0.18)(22.56)
15 ft. 2 in.
= 51.4 psf
Wind loads are normal to the roof surface and are based
on the actual roof span as opposed to the horizontal projection of span and load. Therefore, p is increased given
the wind pressures act over a larger surface and are normal to the roof slope.
Dividing the adjusted span by the tabulated span and accounting for footnote 3 adjustments which are not
applicable for wind uplift loads:
(15.24 ft.) / (19.4 ft.) = 0.78
AMERICAN FOREST & PAPER ASSOCIATION
(WFCM Table 2.14A)
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
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ENGINEERED DESIGN
Footnote 3:
ASCE 7-98 provides roof live load reduction factors based
on roof slope. For a 6:12 roof slope, the adjustment factor is:
Reduced Live Load (LR)
= wlive(R1)(R2)
= 20 psf(1.0)(0.9)
= 18 psf
where:
R1 = 1.0
R2 = 1.2-0.05F
Conservative assumption based on
worst case roof area
F is equal to the roof slope and is applicable for roof slopes >4:12
For the reduced live load, the critical span based on flexural capacity is: 19'-4"
Dividing the adjusted span by the tabulated span:
(19.4 ft.) / (18.75 ft.) = 1.04
(WFCM Table 2.14A)
The total deflection is measured normal to the roof surface. To determine the horizontal deflection at the top of
the wall, the equation becomes:
∆HOR =
ta n θ
L [ 1.7 0 ( H C / H R ) 3 − 0 .6 4 ( H C / H R ) 4 ]
co s θ
The equation for horizontal deflections does not account
for dead load contributions to deflection. The following
amplification factor may be used to account for dead loads.
A=
( DL + LL)
LL
AMERICAN WOOD COUNCIL
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further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.14B
45
Rafter Spans for 30 psf Ground Snow Load
Description: Calculation of maximum permissible spans
for lumber rafters.
Footnotes:
See Table 2.14A Commentary.
Background: See Table 2.14A Commentary.
Example:
Given - 2x8 rafter, 16" o.c., fb = 1,600 psi, 10 psf dead
load, ∆LL ≤ L/180
wdead = 10 psf(16 in./12) = 13.33 plf
wsnow = (0.7)(1.5)CeCtIpg
(WFCM Table 2.14B)
2
ENGINEERED DESIGN
Procedure: Perform span calculation for a given set of
E and fb properties.
E = 1.18 million psi
(Note: Unbalanced snow
load per ASCE 7-98)
= (0.7)(1.5)(1.0)(1.1)(30 psf)(16 in./12) = 46.2 plf
wtotal = 13.33 + 46.2
= 59.53 plf
Calculate the moment-limited span:
wtotalL 2
fb 8S
8S (fb)
L
wtotal
(8)(13.14)(1,600)
59.53/12
184 in.
15 ft. 4 in.
L = 15 ft.-4 in.
(WFCM Table 2.14B)
Calculate the required modulus of elasticity:
ǻ
L
180
E
5 wlive L 4
384EI
(5)(180)wlive (L 3)
384I
5(180)(46.2/12)(184)3
384(47.63)
1.18 million psi
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
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ENGINEERED DESIGN
Table 2.14C
Rafter Spans for 50 psf Ground Snow Load
Description: Calculation of maximum permissible spans
for lumber rafters.
Calculate the required modulus of elasticity:
ǻ
Procedure: Perform span calculation for a given set of
E and fb properties.
L
180
E
Background: See Table 2.14A Commentary.
(5)(180)wlive (L 3)
384I
1.05 million psi
wdead = 10 psf(16 in./12) = 13.33 plf
(Note: Unbalanced snow
load per ASCE 7-98)
= (0.7)(1.5)(1.0)(1.1)(50 psf)(16 in./12) = 77 plf
wtotal = 13.33 + 77
384EI
(5)(180)(77/12)(149)3
384(47.63)
Example:
Given - 2x8 rafter, 16" o.c., fb = 1,600 psi, 10 psf dead
load, ∆LL ≤ L/180
wsnow = (0.7)(1.5)CeCtIpg
5 wlive L 4
= 90.33 plf
E = 1.05 million psi
(WFCM Table 2.14C)
Footnotes:
See Table 2.14A Commentary.
Calculate the moment-limited span:
fb wtotalL 2
8S
8S (fb)
L
wtotal
8(13.14)(1,600)
90.33/12
= 149 in.
= 12 ft. 5 in.
L = 12 ft.-5 in.
(WFCM Table 2.14C)
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
47
Table 2.14D Rafter Spans for 70 psf Ground Snow Load
Description: Calculation of maximum permissible spans
for lumber rafters.
Background: See Table 2.14A Commentary.
Example:
Given - 2x8 rafter, 16" o.c., fb = 1,600 psi, 10 psf dead
load, ∆LL ≤ L/180
wdead = 10 psf(16 in./12) = 13.33 plf
wsnow = (0.7)(1.5)CeCtIpg
ǻ
E
2
5 wlive L 4
L
180
384EI
ENGINEERED DESIGN
Procedure: Perform span calculation for a given set of
E and fb properties.
Calculate the required modulus of elasticity:
(5)(180)wlive (L 3)
384I
5(180)(107.8/12)(129)3
384(47.63)
0.95 million psi
(Note: Unbalanced snow
load per ASCE 7-98)
= (0.7)(1.5)(1.0)(1.1)(70 psf)(16 in./12) = 107.8 plf
wtotal = 13.33 + 80.85
= 121.13 plf
L
(WFCM Table 2.14D)
Footnotes:
See Table 2.14A Commentary.
Calculate the moment-limited span:
fb E = 0.95 million psi
wtotalL 2
8S
8S (fb)
wtotal
(8)(13.14)(1,600)
121.3/12
129 in.
10 ft. 9 in.
L = 10 ft.-9 in.
(WFCM Table 2.14D)
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
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ENGINEERED DESIGN
Table 2.15A Roof Framing Capacity Requirements for 20 psf Roof Live Load
Description: Calculation of rafter properties required
under a given span and load.
Procedure:
Input spans, solve for EIApp., MReq., FBearing.
Footnotes 2-4:
See Table 2.8A Commentary for calculations.
Footnotes 5 & 6:
See Table 2.14A Commentary for calculations.
Background: Rafter is assumed to be a simple bending
member. Loads are based on a horizontal projection.
Example:
Given - 18' rafter span, 16" o.c., 10 psf dead load,
∆LL ≤ L/180
wdead = 10 psf(16 in./12)
= 13.33 plf
wlive = 20 psf(16 in./12)
= 26.67 plf
wtotal = 13.33 + 26.67
= 40 plf
Calculate the apparent rigidity:
EIApp.
5 wlive L 4
384û
(5)(180)wlive L 3
384
(5)(26.67/12)(180)(18(12))3
384
52.5 million in.2 lbs.
EIApp. = 52.5 million in.2-lbs.
(WFCM Table 2.15A)
Calculate the moment capacity required:
MReq.
wtotalL 2
8
40(182)
8
1,620 ft. lbs.
MReq. = 1,620 ft.-lbs.
(WFCM Table 2.15A)
Calculate the bearing capacity required:
FBearing
wtotalL
2
40(18)
2
360 lbs.
FBearing = 360 lbs.
(WFCM Table 2.15A)
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.15B
Roof Framing Capacity Requirements for 30 psf Ground Snow Load
Description: Calculation of rafter properties required
under a given span and load.
Procedure:
49
Calculate the bearing capacity required:
FBearing
Input spans, solve for EIApp., MReq., FBearing.
Example:
Given - 18' rafter span, 16" o.c., 10 psf dead load,
∆LL ≤ L/180
2
535 lbs.
FBearing = 540 lbs.
(WFCM Table 2.15B)
Footnotes 2-4:
See Table 2.8A Commentary for calculations.
wdead = 10 psf(16 in./12) = 13.33 plf
wsnow = (0.7)(1.5)CeCtIpg
2
59.5(18)
2
ENGINEERED DESIGN
Background: Rafter is assumed to be a simple bending
member. Loads are based on a horizontal projection.
wtotalL
(Note: Unbalanced snow
load per ASCE 7-98)
= (0.7)(1.5)(1.0)(1.1)(30 psf)(16 in./12) = 46.2 plf
wtotal = 13.33 + 46.2
= 59.53 plf
Calculate the apparent rigidity:
EIApp.
5 wlive L 4
384û
(5)(180)wlive L 3
384
(5)(46.2/12)(180)(18(12))3
384
90.9 million in.2 lbs.
EIApp. = 90.9 million in.2-lbs.
(WFCM Table 2.15B)
Calculate the moment capacity required:
MReq.
wtotalL 2
8
59.5(182)
8
2,409 ft. lbs.
MReq. = 2,410 ft.-lbs.
(WFCM Table 2.15B)
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary C2.PMD
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ENGINEERED DESIGN
Table 2.15C
Roof Framing Capacity Requirements for 50 psf Ground Snow Load
Description: Calculation of rafter properties required
under a given span and load.
Calculate the bearing capacity required:
FBearing
Procedure:
Input spans, solve for EIApp., MReq., FBearing.
wtotalL
2
90.33(18)
2
810 lbs.
Background: Rafter is assumed to be a simple bending
member. Loads are based on a horizontal projection.
Example:
Given - 18' rafter span, 16" o.c., 10 psf dead load,
∆LL ≤ L/180
FBearing = 810 lbs.
(WFCM Table 2.15C)
Footnotes 2-4:
See Table 2.8A Commentary for calculations.
wdead = 10 psf(16 in./12) = 13.33 plf
wsnow = (0.7)(1.5)CeCtIpg
(Note: Unbalanced snow
load per ASCE 7-98)
= (0.7)(1.5)(1.0)(1.1)(50 psf)(16 in./12) = 77plf
wtotal = 13.33 + 77
= 90.33 plf
Calculate the apparent rigidity:
EIApp
5 wlive L 4
384ǻ
(5)(180)wlive L 3
384
5(77/12)(180)(18(12))3
384
151.6 million in.2 lbs.
EIApp. = 151.6 million in.2-lbs.
(WFCM Table 2.15C)
Calculate the moment capacity required:
MReq.
wtotalL 2
8
90.33(182)
8
3,660 ft. lbs.
MReq.
= 3,660 ft.-lbs.
(WFCM Table 2.15C)
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
51
Table 2.15D Roof Framing Capacity Requirements for 70 psf Ground Snow Load
Description: Calculation of rafter properties required
under a given span and load.
Calculate the bearing capacity required:
FBearing
Procedure:
Input spans, solve for EIApp., MReq., FBearing.
wtotalL
2
2
121.1(18)
2
Example:
Given - 18' rafter span, 16" o.c., 10 psf dead load,
∆LL ≤ L/180
FBearing = 1,090 lbs.
Footnotes 2-4:
See Table 2.8A Commentary for calculations.
wdead = 10 psf(16 in./12) = 13.33 plf
wsnow = (0.7)(1.5)CeCtIpg
(WFCM Table 2.15D)
ENGINEERED DESIGN
1,090 lbs.
Background: Rafter is assumed to be a simple bending
member. Loads are based on a horizontal projection.
(Note: Unbalanced snow
load per ASCE 7-98)
= (0.7)(1.5)(1.0)(1.1)(70 psf)(16 in./12) = 107.8 plf
wtotal = 13.33 + 107.8
= 121.1 plf
Calculate the apparent rigidity:
EIApp
5 wlive L 4
384ǻ
(5)(180)wlive L 3
384
(5)(107.8/12)(180)(18(12))3
384
212.1 million in.2 lbs.
EIApp. = 212.1 million in.2-lbs.
(WFCM Table 2.15D)
Calculate the moment capacity required:
MReq.
wtotalL 2
8
121.1(182)
8
4,910 ft. lbs.
MReq. = 4,910 ft.-lbs.
(WFCM Table 2.15D)
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
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ENGINEERED DESIGN
Table 2.16
Ridge Beam Capacity Requirements for Interior Center Bearing
Roof and Ceiling
Description: Calculation of uniform load on the ridge
beam.
Procedure: Sum gravity loads, calculate the ridge beam
requirements.
Background: Assume tributary span of the ridge beam
equals half of the roof span.
Example:
Given - 36' roof span, 18' tributary Width (W), 10 psf roof
dead load, 50 psf ground snow load
wdead = 10 psf = 13.33 plf
wsnow = (0.7)CeCtIpg
= (0.7)(1.0)(1.1)(50 psf)(16 in./12) = 38.5 plf
wtotal = 10 + 38.5
= 48.5 plf
Total Load = (W / 2)(wtotal)
= (36/2)(48.5)
= 873 plf
(WFCM Table 2.16)
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
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Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
Table 2.17
Hip and Valley Beam Capacity Requirements
Description: Calculation of member properties required
under a given span and load.
Procedure:
53
Input spans, solve for EIApp., MReq., FBearing.
Example:
Given - 12' x 12' hip or valley area, 20 psf roof dead load,
30 psf ground snow load, ∆LL ≤ L/180.
Calculate the actual hip or valley beam length and spacing of the jack rafters along the hip or valley beam.
Jack#1
14.2'
10.0
231.0 lbs.
431.0 lbs
Jack#2
11.3'
8.0
184.8 lbs.
344.8 lbs.
Jack#3
8.5'
6.0
138.6 lbs.
258.6 lbs.
Jack#4
5.7'
4.0
92.4 lbs.
172.4 lbs.
Jack#5
2.8'
2.0
46.2 lbs.
86.2 lbs.
By superposition, calculate the apparent rigidity, EI, assuming ∆max occurs at L'/2:
∆max
∆max
= ∑∆i
≤ LN/180
LN/180 =
LN = (12 ft.)/cos(45)
= 17.0 ft.
(EI)LN/180 =
SN = (2 ft.)/cos(45)
= 2.83 ft.
EIMin =
Calculate the length of each jack rafter and the concentrated load from each jack rafter which frames into the
hip or valley beam.
2
ENGINEERED DESIGN
Background: Triangular loadings imposed from members
framing into hips and valleys.
a = L'-nS’ j=(a)cos(45) LL=(j/2)S(23.1 psf) TL=(j/2)S(43.1 psf)
EIMin =
∑(Ki/EI)
∑Ki
∑(180Ki/LN)
∑(EIi)
EItotal = 2 (EIi) - multiplied by 2 to account for loads
a = Location along Hip or Valley
from jack rafters on each side
where:
j = Jack Length
LL = Live Load on Hip or Valley
EIi =
TL = Total Load on Hip or Valley
EIi =
(P(LN-a)/48)(180/LN)[3LN2 - 4(LN-a)2]
2
2
(Pa/48)(180/LN)[3LN - 4a ]
when a ≥ LN/2
when a ≤ LN/2
P1
P2
P3
P4
P5
Plan View
Elevation View
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary C2.PMD
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ENGINEERED DESIGN
EI1 =
The maximum moment occurs at jack rafter #3.
(231(17.0-14.2)/48)(180/17.0)[3(17)2-4(17.014.2)2](144) = 17.1x106 in.2-lbs.
EI2 =
Summing moments to one side of this location yields:
(184.8(17.0-11.3)/48)(180/17.0)[3(17)2-4(17.011.3)2](144) = 24.6x106 in.2-lbs.
EI3 =
∑MJ#3
(138.6(8.5)/48)(180/17.0)[3(17)2-4(8.5)2](144) =
= 1,580(8.5 ft.) - 2(431)(5.7 ft.) -2(345)(2.8 ft.)
= 6,584 ft.- lbs.
21.6x106 in.2-lbs.
EI4 =
(92.4(5.7)/48)(180/17.0)[3(17)2-4(5.7)2](144)
=
MReq. = 6,584 ft.- lbs.
(WFCM Table 2.17)
12.3x106 in.2-lbs.
EI 5 =
(46.2(2.8)/48)(180/17.0)[3(17)2-4(2.8)2](144)
=
3.4x106 in.2-lbs.
EItotal =
2(79,000,000) = 158.1 million in.2-lbs.
EIApp. = 158.1 million in.2-lbs.
(WFCM Table 2.17)
Next check the bearing capacity required:
By superposition, calculate the top reaction (also maximum shear):
Rtop =
2∑(Ri (top)) - multiplied by 2 to account for loads
from jack rafters on each side
where:
Ri =
P(a)/LN
R1 =
(431(14.2)/17.0) = 360.0 lbs.
R2 =
(345(11.3)/17.0) = 229.3 lbs.
R3 =
(259(8.5)/17.0)
= 129.5 lbs.
R4 =
(172(5.7)/17.0)
= 57.7 lbs.
R5 =
(86(2.8)/17.0)
= 14.2 lbs.
Rtop =
for reaction at top
2(790)
= 1,580 lbs.
FBearing = 1,580 lbs.
(WFCM Table 2.17)
Finally, check the moment capacity required:
MMax is located where V = 0
By subtracting the concentrated loads from the top reaction, the location of the maximum moment can be derived.
790.0 - 431 =
359
359 - 345
=
14
14 - 259
= -245
AMERICAN WOOD COUNCIL
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary C2.PMD
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COMMENTARY TO THE WOOD FRAME CONSTRUCTION MANUAL
PRESCRIPTIVE
DESIGN
3
3.1
General Provisions
56
3.2
Connections
57
3.3
Floor Systems
57
3.4
Wall Systems
57
3.5
Roof Systems
57
List of Tables
55
58
AMERICAN FOREST & PAPER ASSOCIATION
Copyright © 2001 ICC. ALL RIGHTS RESERVED. Accessed by Brenda Gosch (gosch@swbell.net), (-) Order Number #101256503 on Mar 11, 2022 01:49 PM (PST) pursuant to License Agreement with ICC. No
further reproduction, no further reproductions by any third party, or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION
IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.
Commentary C3a.PMD