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Design Values for Wood Construction
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November 2011
Updates and Errata
While every precaution has been taken to
ensure the accuracy of this document, errors
may have occurred during development.
Updates or Errata are posted to the American
Wood Council website at www.awc.org.
Technical inquiries may be addressed to
info@awc.org.
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wood products for use by design professionals, building officials, and wood products manufacturers to
assure the safe and efficient design and use of wood structural components.
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2012 EDITION
Copyright © 2011, 2012
American Wood Council
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
National Design Specification (NDS) Supplement: Design Values for Wood Construction 2012 Edition
First Web Version: November 2011
Second Web Version: February 2014
First Printing: October 2012
Second Printing: November 2013
ISBN 978-0-9827380-3-0
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iii
Introduction
This Supplement is a compendium of reference design values for structural sawn lumber, structural glued
laminated timber, and round timber piles and poles. These
reference design values have been obtained from the organizations responsible for establishing design values for
these products. Reference design values in this Supplement are provided as a courtesy for use with the design
provisions of the National Design Specification® (NDS®)
for Wood Construction, 2012 Edition.
Lumber
Reference design values for lumber in this Supplement are obtained from grading rules published by seven
agencies: National Lumber Grades Authority (a Canadian
agency), Northeastern Lumber Manufacturers Association,
Northern Softwood Lumber Bureau, Redwood Inspection
Service, Southern Pine Inspection Bureau, West Coast
Lumber Inspection Bureau, and Western Wood Products
Association. Grading rules promulgated by these agencies,
including reference design values therein, have been approved by the Board of Review of the American Lumber
Standard Committee and certified for conformance with
U.S. Department of Commerce Voluntary Product Standard PS 20-10 (American Softwood Lumber Standard).
Reference design values for most species and grades of
visually graded dimension lumber are based on provisions
of ASTM Standard D 1990-07 (Establishing Allowable
Properties for Visually Graded Dimension Lumber from
In-Grade Tests of Full-Size Specimens). Reference design
values for visually graded timbers, decking, and some
species and grades of dimension lumber are based on provisions of ASTM Standard D 245-06 (2011) (Establishing
Structural Grades and Related Allowable Properties for
Visually Graded Lumber). Methods in ASTM Standard
D 245 involve adjusting strength properties of small clear
specimens of wood, as given in ASTM Standard D 255506 (Establishing Clear Wood Strength Values), for effects
of knots, slope of grain, splits, checks, size, duration of
load, moisture content, and other influencing factors, to
obtain reference design values applicable to normal conditions of service. Lumber structures designed on the basis
of working stresses derived from ASTM Standard D 245
procedures and standard design criteria have a long history
of satisfactory performance.
Reference design values for machine stress rated
(MSR) lumber and machine evaluated lumber (MEL) are
based on nondestructive testing of individual pieces. Certain visual grade requirements also apply to such lumber.
The stress rating system used for MSR and MEL lumber
is regularly checked by the responsible grading agency
for conformance to established certification and quality
control procedures.
For additional information on development and applicability of lumber reference design values, grading rules
published by individual agencies and referenced ASTM
Standards should be consulted.
Structural Glued Laminated Timber
Reference design values in this Supplement for structural glued laminated timber are developed and published
by the American Institute of Timber Construction (AITC)
and APA–The Engineered Wood Association (APA) in
accordance with principles originally established by the
U.S. Forest Products Laboratory in the early 1950s. These
principles involve adjusting strength properties of clear
straight grained lumber to account for knots, slope of grain,
density, size of member, number of laminations, and other
factors unique to laminated timber.
Specific methods used to establish reference design
values have been periodically revised and improved to
reflect results of tests of large structural glued laminated
timber members conducted by the U.S. Forest Products
Laboratory and other accredited testing agencies. The
performance history of structures made with structural
glued laminated timber conforming to AITC or APA specifications and manufactured in accordance with American
National Standard ANSI/AITC A190.1-2007 (Structural
Glued Laminated Timber) has demonstrated the validity
of methods used to establish structural glued laminated
timber reference design values.
Round Timber Piles and Poles
Reference design values in this Supplement for round
timber piles and poles are developed by the Timber Piling
Council of the Southern Pressure Treaters’ Association in
accordance with principles originally established by the
U.S. Forest Products Laboratory in the early 1950s and
contained in ASTM D 2899-03 (Standard Practice for
Establishing Allowable Stresses for Round Timber Piles)
and ASTM D 3200-74 (2005) (Standard Practice for Establishing Allowable Stresses for Round Timber Construction
Poles), respectively. These principles involve adjusting
strength properties of clear straight grained poles to account for knots, slope of grain, density, size of member,
and other factors unique to timber poles.
Specific methods used to establish reference design
values are contained in D 2899 and are used by D 3200.
These methods have been revised to reflect results of fullsize tests of timber piles.
Conditions of Use
Reference design values presented in this Supplement
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
are for normal load duration under dry conditions of service. Because the strength of wood varies with conditions
under which it is used, these reference design values should
only be applied in conjunction with appropriate design
and service recommendations from the NDS. Additionally,
reference design values in this Supplement apply only to
material identified by the grade mark of, or certificate of
inspection issued by, a grading or inspection bureau or
agency recognized as being competent.
American Wood Council
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v
TABLE OF CONTENTS
Chapter/TitlePage
Chapter/TitlePage
1 Sawn Lumber Grading
Agencies .................................................................................................................. 1
3 Section Properties
2 Species Combinations ............................................ 3
4 Reference Design Values
1.1 List of Sawn Lumber Grading Agencies
......................................................
11
3.1 Section Properties of Sawn Lumber
and Structural Glued Laminated Timber
.....................
29
2.1 List of Sawn Lumber Species
Combinations 2.2 List of Non-North American Sawn
Lumber Species Combinations
2.3 List of Structural Glued Laminated Timber
Species Combinations
LIST OF TABLES
1A Nominal and Minimum Dressed Sizes of
Sawn Lumber........................................................ 13
1B Section Properties of Standard Dressed
(S4S) Sawn Lumber.............................................. 14
1C Section Properties of Western Species Structural
Glued Laminated Timber...................................... 16
1D Section Properties of Southern Pine Structural
Glued Laminated Timber...................................... 22
4A Reference Design Values for Visually Graded
Dimension Lumber (2" - 4" thick) (All species
except Southern Pine)........................................... 30
4B Reference Design Values for Visually Graded
Southern Pine Dimension Lumber
(2" - 4" thick) ....................................................... 37
4C Reference Design Values for Mechanically
Graded Dimension Lumber.................................. 40
4D Reference Design Values for Visually Graded
Timbers (5" x 5" and larger) ................................ 44
4F Reference Design Values for Non-North
American Visually Graded Dimension
Lumber (2" - 4" thick).......................................... 55
5A Reference Design Values for Structural Glued
Laminated Softwood Timber (Members stressed
primarily in bending)............................................ 60
5B Reference Design Values for Structural Glued
Laminated Softwood Timber (Members stressed
primarily in axial tension or compression)........... 64
5C Reference Design Values for Structural Glued
Laminated Hardwood Timber (Members stressed
primarily in bending)............................................ 66
5D Reference Design Values for Structural Glued
Laminated Hardwood Timber (Members stressed
primarily in axial tension or compression)........... 69
6A Reference Design Values for Treated Round
Timber Piles Graded per ASTM D25................... 72
6B Reference Design Values for Round Timber
Construction Poles Graded per ASTM D3200..... 72
4E Reference Design Values for Visually Graded
Decking................................................................. 51
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
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1
1
SAWN LUMBER
GRADING
AGENCIES
1.1
List of Sawn Lumber Grading Agencies 2
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2
SAWN LUMBER GRADING AGENCIES
1.1 List of Sawn Lumber Grading Agencies
Following is a list of agencies certified by the American Lumber Standard Committee Board of Review (as of 2011)
for inspection and grading of untreated lumber under the rules indicated. For the most up-to-date list of certified agencies contact:
American Lumber Standard Committee
P.O. Box 210
Germantown, Maryland 20875-0210
www.alsc.org
Rules Writing Agencies
Rules for which grading
is authorized
Northeastern Lumber Manufacturers Association (NELMA).............. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA
272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021
Northern Softwood Lumber Bureau (NSLB).................................................................. NLGA, NSLB, WCLIB, WWPA
272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021
Redwood Inspection Service (RIS)................................................................................................... RIS, WCLIB, WWPA
818 Grayson Road, Suite 201, Pleasant Hill, California 94523
Southern Pine Inspection Bureau (SPIB).............................................. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA
4709 Scenic Highway, Pensacola, Florida 32504
West Coast Lumber Inspection Bureau (WCLIB).....................................................NLGA, RIS, SPIB, WCLIB, WWPA
6980 SW Varnes Road, P.O. Box 23145, Tigard, Oregon 97223
Western Wood Products Association (WWPA)......................................... NELMA, NLGA, RIS, SPIB, WCLIB, WWPA
522 SW Fifth Avenue, Suite 500, Portland, Oregon 97204
National Lumber Grades Authority (NLGA)
13401-108th Avenue, Suite 105, Surrey, BC, Canada V3T 5T3
Non-Rules Writing Agencies
American Institute of Timber Construction.......................................................................NLGA, SPIB, WCLIB, WWPA
Continental Inspection Agency, LLC................................................................................... NLGA, RIS, WCLIB, WWPA
Pacific Lumber Inspection Bureau, Inc................................................................................ NLGA, RIS, WCLIB, WWPA
Renewable Resource Associates, Inc.................................................... NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA
Stafford Inspection and Consulting, LLC............................................. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA
Timber Products Inspection.......................................................... NELMA, NLGA, NSLB, RIS, SPIB,­WCLI­B, WWPA
Alberta Forest Products Association......................................................................................................................... NLGA
Canadian Mill Services Association........................................................................................................... NLGA, WWPA
Canadian Softwood Inspection Agency, Inc................................................................................ NLGA, WCLIB, WWPA
Central Forest Products Association......................................................................................................... NELMA, NLGA
Council of Forest Industries........................................................................................................................ NLGA, WWPA
Macdonald Inspection.................................................................................................................. NLGA, WCLI­B, WWPA
Maritime Lumber Bureau......................................................................................................................... NELMA, NLGA
Newfoundland and Labrador Lumber Producers Association.................................................................................. NLGA
Ontario Forest Industries Association – Home of CLA Grading and Inspection..................................... NELMA, NLGA
Ontario Lumber Manufacturers Agency................................................................................................... NELMA, NLGA
Quebec Forest Industry Council............................................................................................................... NELMA, NLGA
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SPECIES
COMBINATIONS
2
2.1
List of Sawn Lumber Species
Combinations 4
2.2
List of Non-North American Sawn
Lumber Species Combinations
8
2.3
List of Structural Glued Laminated
Timber Species Combinations
9
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3
4
SPECIES COMBINATIONS
2.1 List of Sawn Lumber Species Combinations
Species or Species
Combination Species That May Be
Included in Combination
Grading
Rules Agencies
Design Values
Provided in Tables
Alaska Cedar
WCLIB
4A
Alaska Hemlock
WWPA
4A
Alaska Spruce
Alaska Sitka Spruce
WWPA
4A
Alaska White Spruce
Alaska Yellow Cedar
WCLIB, WWPA
4A
Aspen
Big Tooth Aspen
NELMA
4A
Quaking Aspen
NSLB
WWPA
Baldcypress
SPIB
4A,
Balsam Fir
NELMA
4D,
NSLB
Beech-Birch-Hickory
American Beech
NELMA
4A,
Bitternut Hickory
Mockernut Hickory
Nutmeg Hickory
Pecan Hickory
Pignut Hickory
Shagbark Hickory
Shellbark Hickory
Sweet Birch
Water Hickory
Yellow Birch
Coast Sitka Spruce
NLGA
4A,
Coast Species
Amabilis Fir
NLGA
4E
Coast Sitka Spruce
Douglas Fir
Western Hemlock
Western Larch
Cottonwood
NSLB4A
Douglas Fir-Larch
Douglas Fir
WCLIB
4A,
Western Larch
WWPA
Douglas Fir-Larch (North)
Douglas Fir
NLGA
4A,
Western Larch
Douglas Fir-South
WWPA
4A,
Eastern Hemlock
NELMA
4D
NSLB
Eastern Hemlock-Balsam Fir
Balsam Fir
NELMA
4A
Eastern Hemlock
Tamarack
Eastern Hemlock-Tamarack
Eastern Hemlock
NELMA
4A,
TamarackNSLB
Eastern Hemlock-Tamarack (North)
Eastern Hemlock
NLGA
4D,
Tamarack
4D
4E
4D
4D, 4E
4C, 4D, 4E
4C, 4D, 4E
4C, 4D, 4E
4D, 4E
4E
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5
2.1 List of Sawn Lumber Species Combinations (Cont.)
Species or Species
Combination Species That May Be
Included in Combination
Grading
Rules Agencies
NELMA
NSLB
4A
NELMA
NSLB
NELMA
NSLB
NLGA
WCLIB
WWPA
4D, 4E
NLGA
4A, 4C, 4D, 4E
NELMA
4A, 4D
NELMA
4A, 4D
SPIB
4B, 4C, 4D
WWPA, WCLIB
NELMA
NSLB
4D
4D, 4E
NELMA
4A, 4D
NLGA
4A, 4C, 4E
NELMA
NLGA
4A, 4D, 4E
4D, 4E
4A, 4D, 4E
4E
4A, 4C, 4D, 4E
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2
SPECIES COMBINATIONS
Eastern Softwoods
Balsam Fir
Black Spruce
Eastern Hemlock
Eastern White Pine
Jack Pine
Norway (Red) Pine
Pitch Pine
Red Spruce
Tamarack
White Spruce
Eastern Spruce
Black Spruce
Red Spruce
White Spruce
Eastern White Pine
Eastern White Pine (North)
Hem-Fir
California Red Fir
Grand Fir
Noble Fir
Pacific Silver Fir
Western Hemlock
White Fir
Hem-Fir (North)
Amabilis Fir
Western Hemlock
Mixed Maple
Black Maple
Red Maple
Silver Maple
Sugar Maple
Mixed Oak
All Oak Species
graded under NELMA rules
Mixed Southern Pine
Any species in the Southern
Pine species combination, plus
either or both of the following:
Pond Pine
Virginia Pine
Mountain Hemlock
Northern Pine
Jack Pine
Norway (Red) Pine
Pitch Pine
Northern Red Oak
Black Oak
Northern Red Oak
Pin Oak
Scarlet Oak
Northern Species
Any species graded
under NLGA rules except
Red Alder, White Birch,
and Norway Spruce
Northern White Cedar
Ponderosa Pine
Design Values
Provided in Tables
6
6
SPECIES COMBINATIONS
2.1 List of Sawn Lumber Species Combinations (Cont.)
Species or Species
Combination Species That May Be
Included in Combination
Red Maple
Red Oak
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
Southern Pine
Loblolly Pine
Longleaf Pine
Shortleaf Pine
Slash Pine
Spruce-Pine-Fir
Alpine Fir
Balsam Fir
Black Spruce
Engelmann Spruce
Jack Pine
Lodgepole Pine
Red Spruce
White Spruce
Spruce-Pine-Fir (South)
Balsam Fir
Black Spruce
Engelmann Spruce
Jack Pine
Lodgepole Pine
Norway (Red) Pine
Red Spruce
Sitka Spruce
White Spruce
Western Cedars
Alaska Cedar
Incense Cedar
Port Orford Cedar
Western Red Cedar
Western Cedars (North)
Pacific Coast Yellow Cedar
Western Red Cedar
Western Hemlock
Western Hemlock (North)
Western White Pine
Grading
Rules Agencies
Design Values
Provided in Tables
NELMA
NELMA
4A, 4D
4A, 4D
NLGA
RIS
WWPA, WCLIB
SPIB
4D, 4E
4A, 4D, 4E
4D, 4E
4B, 4C, 4D, 4E
NLGA
4A, 4C, 4D, 4E
NELMA
NSLB
WCLIB
WWPA
4A, 4C, 4D, 4E
WCLIB
WWPA
4A, 4C, 4D, 4E
NLGA
4D, 4E
WWPA, WCLIB
NLGA
NLGA
4D, 4E
4D, 4E
4D, 4E
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7
2.1 List of Sawn Lumber Species Combinations (Cont.)
Species or Species
Combination Species That May Be
Included in Combination
Grading
Rules Agencies
4A, 4C, 4D, 4E
4A, 4D
6
4A
4A
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2
SPECIES COMBINATIONS
Western Woods
Any species in the Douglas
WCLIB
Fir-Larch, Douglas Fir-South,
WWPA
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
White Oak
Bur Oak
NELMA
Chestnut Oak
Live Oak
Overcup Oak
Post Oak
Swamp Chestnut Oak
Swamp White Oak
White Oak
Yellow Cedar
NLGA
Yellow Poplar
NSLB
Design Values
Provided in Tables
8
SPECIES COMBINATIONS
2.2 List of Non-North American Sawn Lumber Species
Combinations
Species or Species Combination
Species That May Be
Included in Combination
Grading
Rules Agency
Austrian Spruce - Austria & The Czech Republic
WCLIB
Douglas Fir - France & Germany
WCLIB
Douglas Fir/European Larch - Austria, The
Douglas Fir
WCLIB
Czech Republic, & Bavaria
European Larch
Montane Pine - South Africa
WCLIB
Norway Spruce - Estonia, Latvia, & Lithuania
WCLIB
Norway Spruce - Finland
WCLIB
Norway Spruce - Germany, NE France, WCLIB
& Switzerland
Norway Spruce - Romania & the Ukraine
WCLIB
Norway Spruce - Sweden
WCLIB
Scots Pine - Austria, The Czech Republic,
WCLIB
Romania, & the Ukraine
Scots Pine - Estonia, Latvia, & Lithuania
WCLIB
Scots Pine - Finland
WCLIB
Scots Pine - Germany*
WCLIB
Scots Pine - Sweden
WCLIB
Silver Fir (Abies alba) - Germany, NE France,
WCLIB
& Switzerland
Southern Pine - Misiones Argentina
SPIB
Southern Pine - Misiones Argentina, Free of
SPIB
Heart Center and Medium Grain Density
DesignValues
Provided in Tables
4F
4F
4F
4F
4F
4F
4F
4F
4F
4F
4F
4F
4F
4F
4F
4F
4F
* Does not include states of Baden-Wurttemburg and Saarland.
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
9
2.3 List of Structural Glued Laminated Timber Species
Combinations
Species or
Species Group
AC
DF
Eastern Spruce
ES
Hem-Fir
HF
Softwood Species
SW
Southern Pine
SP
Spruce-Pine-Fir
SPF Species That May Be
Included in Group
Design Values
Provided in Tables
Alaska Cedar
Douglas Fir, Western Larch
5A, 5B
5A, 5B
California Red Fir
Grand Fir
Noble Fir
Pacific Silver Fir
Western Hemlock
White Fir
Alpine Fir
Balsam Fir
Black Spruce
Douglas Fir
Douglas Fir South
Engelmann Spruce
Idaho White Pine
Jack Pine
Lodgepole Pine
Mountain Hemlock
Ponderosa Pine
Red Spruce
Sugar Pine
Western Larch
Western Red Cedar
White Spruce
Loblolly Pine
Longleaf Pine
Shortleaf Pine
Slash Pine
Alpine Fir Balsam Fir
Black Spruce
Engelmann Spruce
Jack Pine
Lodgepole Pine
Norway Pine
Red Spruce
Sitka Spruce
White Spruce
5A, 5B
Black Spruce
Red Spruce
White Spruce
5A
5A, 5B
5A, 5B
5A
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2
SPECIES COMBINATIONS
Alaska Cedar
Douglas Fir-Larch
Symbol
6
10
SPECIES COMBINATIONS
2.3 List of Structural Glued Laminated Timber Species
Combinations (Cont.)
Species or
Species Group
Symbol
Species That May Be
Included in Group
Group A Hardwoods
A
Ash, White
Beech, American
Birch, Sweet
Birch, Yellow
Hickory, Bitternut
Hickory, Mockernut
Hickory, Nutmeg
Hickory, Pecan
Hickory, Pignut
Hickory, Shagbark
Hickory, Shellbark
Hickory, Water
Oak, Northern Red
Oak, White
Group B Hardwoods
B
Elm, Rock
Maple, Black
Maple, Red
Mixed Oak:
Black
Bur
Cherrybark
Chestnut
Laurel
Live
Northern Red
Overcup
Pin
Post
Scarlet
Southern Red
Swamp Chestnut
Swamp White
Water
White
Sweetgum
Group C Hardwoods
C
Ash, Black
Elm, American
Tupulo, Water
Yellow Poplar
Group D Hardwoods
D
Aspen, Bigtooth
Aspen, Quaking
Cottonwood, Eastern
Mixed Maple:
Black
Red
Silver
Sugar
Design Values
Provided in Tables
5C, 5D
5C, 5D
5C, 5D
5C, 5D
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SECTION
PROPERTIES
3.1
Section Properties of Sawn Lumber
and Structural Glued Laminated
Timber 3
12
Table 1A Nominal and Minimum Dressed Sizes of Sawn
Lumber................................................................... 13
Table 1B Section Properties of Standard Dressed (S4S)
Sawn Lumber......................................................... 14
Table 1C Section Properties of Western Species
Structural Glued Laminated Timber.................. 16
Table 1D Section Properties of Southern Pine
Structural Glued Laminated Timber.................. 22
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11
12
SECTION PROPERTIES
3.1 Section Properties of Sawn Lumber and Structural
Glued Laminated Timber
3.1.1 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 20-10
(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% or less. Green lumber
is defined as lumber having a moisture content in excess
of 19%.
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)
3.1.2 Properties of Standard
Dressed Sizes
d =depth (width) of rectangular bending member, in.
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 structural
glued laminated timber are given in Tables 1C and 1D.
A =bd = area of cross section, in.2
c =distance from neutral axis to extreme fiber of
member, in.
cross section, in.
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
3.1.3Definitions
rx= I x / A = d / 12 = radius of gyration about the
NEUTRAL AXIS, in the cross section of a beam, is
the line on which there is neither tension nor compression
stress.
Figure 1A Dimensions for Rectangular
Cross Section
Y
X-X axis, in.
ry = I y / A = b / 12 = radius of gyration about the Y-Y axis, in.
Sx =Ix/c = bd2/6 = section modulus about the X-X
axis, in.3
Sy =Iy/c = db2/6 = section modulus about the Y-Y
axis, in.3
Y
X
X
b =breadth (thickness) of rectangular bending
The following formula shall be used to determine the
density in lbs/ft3 of wood:

X
X
  m.c. 
G
1+
1
+
G
0.009
m.c.
(
)( )   100 

density = 62.4 
where:
Y
Structural Glued Laminated Timber Y
Sawn Lumber
G =specific gravity of wood
m.c. =moisture content of wood, %
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
13
Table 1A Nominal and Minimum Dressed Sizes of Sawn Lumber
Thickness (in.)
Face Widths (in.)
Minimum dressed
Minimum dressed
NominalDry GreenNominalDryGreen
Boards
3/4
5/8
11/16
2
1-1/2 1-9/16
1
3/4
25/32
3
2-1/2 2-9/16
1-1/4
1
1-1/32
4
3-1/2 3-9/16
1-1/2
1-1/4
1-9/32
5
4-1/2 4-5/8
6
5-1/2 5-5/8
7
6-1/2 6-5/8
8
7-1/4 7-1/2 9
8-1/4 8-1/2 10
9-1/4 9-1/2 11
10-1/4 10-1/2 12
11-1/4
11-1/2 14
13-1/4 13-1/2 16
15-1/4 15-1/2 Item
Timbers
5 & 6 thick
7-15 thick
≥16 thick
1/2 off
3/4 off
1 off
1/2 off
1/2 off
1/2 off
2
3
4
5
6
8
10
12
14
16
5 & 6 wide
7-15 wide
≥16 wide
1-1/2 1-9/16
2-1/2 2-9/16
3-1/2 3-9/16
4-1/2 4-5/8 5-1/2 5-5/8 7-1/4 7-1/2 9-1/4 9-1/2 11-1/4 11-1/2 13-1/4 13-1/2 15-1/4 15-1/2 1/2 off
3/4 off
1 off
1/2 off
1/2 off
1/2 off
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
SECTION PROPERTIES
Dimension
2
1-1/2
1-9/16
Lumber
2-1/2
2
2-1/16
3
2-1/2
2-9/16
3-1/2
3
3-1/16
4
3-1/2
3-9/16
4-1/2
4
4-1/16
3
14
SECTION PROPERTIES
Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber
Nominal
Size
bxd
Standard
Dressed
Size (S4S)
bxd
in. x in.
X-X AXIS
Y-Y AXIS
Area
Moment
Moment
Approximate weight in pounds per linear foot (lbs/ft)
of
Section
of
Section
of
of piece when density of wood equals:
Section Modulus Inertia Modulus Inertia
25 lbs/ft3 30 lbs/ft3 35 lbs/ft3 40 lbs/ft3 45 lbs/ft3 50 lbs/ft3
A
Sxx
Ixx
Syy
Iyy
2
3
4
3
4
in.
in.
in.
in.
in.
Boards1
1x3
3/4 x 2-1/2
1.875
0.781
0.977
0.234
0.088
1x4
3/4 x 3-1/2
2.625
1.531
2.680
0.328
0.123
1x6
3/4 x 5-1/2
4.125
3.781
10.40
0.516
0.193
1x8
3/4 x 7-1/4
5.438
6.570
23.82
0.680
0.255
1 x 10
3/4 x 9-1/4
6.938
10.70
49.47
0.867
0.325
1 x 12
3/4 x 11-1/4
8.438
15.82
88.99
1.055
0.396
Dimension Lumber (see NDS 4.1.3.2) and Decking (see NDS 4.1.3.5)
2x3
1-1/2 x 2-1/2
3.750
1.56
1.953
0.938
0.703
2x4
1-1/2 x 3-1/2
5.250
3.06
5.359
1.313
0.984
2x5
1-1/2 x 4-1/2
6.750
5.06
11.39
1.688
1.266
2x6
1-1/2 x 5-1/2
8.250
7.56
20.80
2.063
1.547
2x8
1-1/2 x 7-1/4
10.88
13.14
47.63
2.719
2.039
2 x 10
1-1/2 x 9-1/4
13.88
21.39
98.93
3.469
2.602
2 x 12
1-1/2 x 11-1/4
16.88
31.64
178.0
4.219
3.164
2 x 14
1-1/2 x 13-1/4
19.88
43.89
290.8
4.969
3.727
3x4
2-1/2 x 3-1/2
8.75
5.10
8.932
3.646
4.557
3x5
2-1/2 x 4-1/2
11.25
8.44
18.98
4.688
5.859
3x6
2-1/2 x 5-1/2
13.75
12.60
34.66
5.729
7.161
3x8
2-1/2 x 7-1/4
18.13
21.90
79.39
7.552
9.440
3 x 10
2-1/2 x 9-1/4
23.13
35.65
164.9
9.635
12.04
3 x 12
2-1/2 x 11-1/4
28.13
52.73
296.6
11.72
14.65
3 x 14
2-1/2 x 13-1/4
33.13
73.15
484.6
13.80
17.25
3 x 16
2-1/2 x 15-1/4
38.13
96.90
738.9
15.89
19.86
4x4
3-1/2 x 3-1/2
12.25
7.15
12.51
7.146
12.51
4x5
3-1/2 x 4-1/2
15.75
11.81
26.58
9.188
16.08
4x6
3-1/2 x 5-1/2
19.25
17.65
48.53
11.23
19.65
4x8
3-1/2 x 7-1/4
25.38
30.66
111.1
14.80
25.90
4 x 10
3-1/2 x 9-1/4
32.38
49.91
230.8
18.89
33.05
4 x 12
3-1/2 x 11-1/4
39.38
73.83
415.3
22.97
40.20
4 x 14
3-1/2 x 13-1/4
46.38
102.41
678.5
27.05
47.34
4 x 16
3-1/2 x 15-1/4
53.38
135.66
1034
31.14
54.49
Timbers (5" x 5" and larger)2
Post and Timber (see NDS 4.1.3.4 and 4.1.5.3)
5x5
4-1/2 x 4-1/2
20.25
15.19
34.17
15.19
34.17
6x6
5-1/2 x 5-1/2
30.25
27.73
76.26
27.73
76.26
6x8
5-1/2 x 7-1/2
41.25
51.56
193.4
37.81
104.0
8x8
7-1/2 x 7-1/2
56.25
70.31
263.7
70.31
263.7
8 x 10
7-1/2 x 9-1/2
71.25
112.8
535.9
89.06
334.0
10 x 10
9-1/2 x 9-1/2
90.25
142.9
678.8
142.9
678.8
10 x 12 9-1/2 x 11-1/2
109.3
209.4
1204
173.0
821.7
12 x 12 11-1/2 x 11-1/2 132.3
253.5
1458
253.5
1458
12 x 14 11-1/2 x 13-1/2 155.3
349.3
2358
297.6
1711
14 x 14 13-1/2 x 13-1/2 182.3
410.1
2768
410.1
2768
14 x 16 13-1/2 x 15-1/2 209.3
540.6
4189
470.8
3178
16 x 16 15-1/2 x 15-1/2 240.3
620.6
4810
620.6
4810
16 x 18 15-1/2 x 17-1/2 271.3
791.1
6923
700.7
5431
18 x 18 17-1/2 x 17-1/2 306.3
893.2
7816
893.2
7816
18 x 20 17-1/2 x 19-1/2 341.3
1109
10813
995.3
8709
20 x 20 19-1/2 x 19-1/2 380.3
1236
12049
1236
12049
20 x 22 19-1/2 x 21-1/2 419.3
1502
16150
1363
13285
22 x 22 21-1/2 x 21-1/2 462.3
1656
17806
1656
17806
22 x 24 21-1/2 x 23-1/2 505.3
1979
23252
1810
19463
24 x 24 23-1/2 x 23-1/2 552.3
2163
25415
2163
25415
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
0.651
0.911
1.172
1.432
1.888
2.409
2.930
3.451
1.519
1.953
2.387
3.147
4.015
4.883
5.751
6.619
2.127
2.734
3.342
4.405
5.621
6.836
8.051
9.266
0.781
1.094
1.406
1.719
2.266
2.891
3.516
4.141
1.823
2.344
2.865
3.776
4.818
5.859
6.901
7.943
2.552
3.281
4.010
5.286
6.745
8.203
9.661
11.12
0.911
1.276
1.641
2.005
2.643
3.372
4.102
4.831
2.127
2.734
3.342
4.405
5.621
6.836
8.051
9.266
2.977
3.828
4.679
6.168
7.869
9.570
11.27
12.97
1.042
1.458
1.875
2.292
3.021
3.854
4.688
5.521
2.431
3.125
3.819
5.035
6.424
7.813
9.201
10.59
3.403
4.375
5.347
7.049
8.993
10.94
12.88
14.83
1.172
1.641
2.109
2.578
3.398
4.336
5.273
6.211
2.734
3.516
4.297
5.664
7.227
8.789
10.35
11.91
3.828
4.922
6.016
7.930
10.12
12.30
14.49
16.68
1.302
1.823
2.344
2.865
3.776
4.818
5.859
6.901
3.038
3.906
4.774
6.293
8.030
9.766
11.50
13.24
4.253
5.469
6.684
8.811
11.24
13.67
16.10
18.53
3.516
5.252
7.161
9.766
12.37
15.67
18.97
22.96
26.95
31.64
36.33
41.71
47.09
53.17
59.24
66.02
72.79
80.25
87.72
95.88
4.219
6.302
8.594
11.72
14.84
18.80
22.76
27.55
32.34
37.97
43.59
50.05
56.51
63.80
71.09
79.22
87.34
96.30
105.3
115.1
4.922
7.352
10.03
13.67
17.32
21.94
26.55
32.14
37.73
44.30
50.86
58.39
65.93
74.44
82.94
92.4
101.9
112.4
122.8
134.2
5.625
8.403
11.46
15.63
19.79
25.07
30.35
36.74
43.13
50.63
58.13
66.74
75.35
85.07
94.79
105.6
116.5
128.4
140.3
153.4
6.328
9.453
12.89
17.58
22.27
28.20
34.14
41.33
48.52
56.95
65.39
75.08
84.77
95.70
106.6
118.8
131.0
144.5
157.9
172.6
7.031
10.50
14.32
19.53
24.74
31.34
37.93
45.92
53.91
63.28
72.66
83.42
94.18
106.3
118.5
132.0
145.6
160.5
175.4
191.8
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AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
15
Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber (Cont.)
1. According to the Southern Pine Inspection Bureau’s (SPIB) Standard Grading Rules for Southern Pine Lumber: Section 265 stress rated boards:
Industrial 55 (IND 55) shall be graded as per No. 1 dimension
Industrial 45 (IND 45) shall be graded as per No. 2 dimension
Industrial 26 (IND 26) shall be graded as per No. 3 dimension
See Table 4B for Southern Pine dimension lumber design values.
2. Neither Redwood nor Southern Pine are classified as Beams and Stringers or Posts and Timbers.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
3
SECTION PROPERTIES
X-X AXIS
Y-Y AXIS
Standard
Area
Moment
Moment
Approximate weight in pounds per linear foot (lbs/ft)
Nominal
Dressed
of
Section
of
Section
of
of piece when density of wood equals:
Size
Size (S4S)
Section Modulus Inertia Modulus Inertia
25 lbs/ft3 30 lbs/ft3 35 lbs/ft3 40 lbs/ft3 45 lbs/ft3 50 lbs/ft3
bxd
bxd
A
Sxx
Ixx
Syy
Iyy
2
3
4
3
4
in.
in.
in.
in.
in.
in. x in.
Beams & Stringers (see NDS 4.1.3.3 and 4.1.5.3)
6 x 10
5-1/2 x 9-1/2
52.25
82.73
393.0
47.90
131.7
9.071
10.89
12.70
14.51
16.33
18.14
6 x 12
5-1/2 x 11-1/2
63.25
121.2
697.1
57.98
159.4
10.98
13.18
15.37
17.57
19.77
21.96
6 x 14
5-1/2 x 13-1/2
74.25
167.1
1128
68.06
187.2
12.89
15.47
18.05
20.63
23.20
25.78
6 x 16
5-1/2 x 15-1/2
85.25
220.2
1707
78.15
214.9
14.80
17.76
20.72
23.68
26.64
29.60
6 x 18
5-1/2 x 17-1/2
96.25
280.7
2456
88.23
242.6
16.71
20.05
23.39
26.74
30.08
33.42
6 x 20
5-1/2 x 19-1/2
107.3
348.6
3398
98.31
270.4
18.62
22.34
26.07
29.79
33.52
37.24
6 x 22
5-1/2 x 21-1/2
118.3
423.7
4555
108.4
298.1
20.53
24.64
28.74
32.85
36.95
41.06
6 x 24
5-1/2 x 23-1/2
129.3
506.2
5948
118.5
325.8
22.44
26.93
31.41
35.90
40.39
44.88
8 x 12
7-1/2 x 11-1/2
86.3
165.3
950.5
107.8
404.3
14.97
17.97
20.96
23.96
26.95
29.95
8 x 14
7-1/2 x 13-1/2
101.3
227.8
1538
126.6
474.6
17.58
21.09
24.61
28.13
31.64
35.16
8 x 16
7-1/2 x 15-1/2
116.3
300.3
2327
145.3
544.9
20.18
24.22
28.26
32.29
36.33
40.36
8 x 18
7-1/2 x 17-1/2
131.3
382.8
3350
164.1
615.2
22.79
27.34
31.90
36.46
41.02
45.57
8 x 20
7-1/2 x 19-1/2
146.3
475.3
4634
182.8
685.5
25.39
30.47
35.55
40.63
45.70
50.78
8 x 22
7-1/2 x 21-1/2
161.3
577.8
6211
201.6
755.9
27.99
33.59
39.19
44.79
50.39
55.99
8 x 24
7-1/2 x 23-1/2
176.3
690.3
8111
220.3
826.2
30.60
36.72
42.84
48.96
55.08
61.20
10 x 14 9-1/2 x 13-1/2
128.3
288.6
1948
203.1
964.5
22.27
26.72
31.17
35.63
40.08
44.53
10 x 16 9-1/2 x 15-1/2
147.3
380.4
2948
233.1
1107
25.56
30.68
35.79
40.90
46.02
51.13
10 x 18 9-1/2 x 17-1/2
166.3
484.9
4243
263.2
1250
28.86
34.64
40.41
46.18
51.95
57.73
10 x 20 9-1/2 x 19-1/2
185.3
602.1
5870
293.3
1393
32.16
38.59
45.03
51.46
57.89
64.32
10 x 22 9-1/2 x 21-1/2
204.3
731.9
7868
323.4
1536
35.46
42.55
49.64
56.74
63.83
70.92
10 x 24 9-1/2 x 23-1/2
223.3
874.4
10274
353.5
1679
38.76
46.51
54.26
62.01
69.77
77.52
12 x 16 11-1/2 x 15-1/2 178.3
460.5
3569
341.6
1964
30.95
37.14
43.32
49.51
55.70
61.89
12 x 18 11-1/2 x 17-1/2 201.3
587.0
5136
385.7
2218
34.94
41.93
48.91
55.90
62.89
69.88
12 x 20 11-1/2 x 19-1/2 224.3
728.8
7106
429.8
2471
38.93
46.72
54.51
62.29
70.08
77.86
12 x 22 11-1/2 x 21-1/2 247.3
886.0
9524
473.9
2725
42.93
51.51
60.10
68.68
77.27
85.85
12 x 24 11-1/2 x 23-1/2 270.3
1058
12437
518.0
2978
46.92
56.30
65.69
75.07
84.45
93.84
14 x 18 13-1/2 x 17-1/2 236.3
689.1
6029
531.6
3588
41.02
49.22
57.42
65.63
73.83
82.03
14 x 20 13-1/2 x 19-1/2 263.3
855.6
8342
592.3
3998
45.70
54.84
63.98
73.13
82.27
91.41
14 x 22 13-1/2 x 21-1/2 290.3
1040
11181
653.1
4408
50.39
60.47
70.55
80.63
90.70
100.8
14 x 24 13-1/2 x 23-1/2 317.3
1243
14600
713.8
4818
55.08
66.09
77.11
88.13
99.14
110.2
16 x 20 15-1/2 x 19-1/2 302.3
982.3
9578
780.8
6051
52.47
62.97
73.46
83.96
94.45
104.9
16 x 22 15-1/2 x 21-1/2 333.3
1194
12837
860.9
6672
57.86
69.43
81.00
92.57
104.1
115.7
16 x 24 15-1/2 x 23-1/2 364.3
1427
16763
941.0
7293
63.24
75.89
88.53
101.2
113.8
126.5
18 x 22 17-1/2 x 21-1/2 376.3
1348
14493
1097
9602
65.32
78.39
91.45
104.5
117.6
130.6
18 x 24 17-1/2 x 23-1/2 411.3
1611
18926
1199
10495
71.40
85.68
99.96
114.2
128.5
142.8
20 x 24 19-1/2 x 23-1/2 458.3
1795
21089
1489
14521
79.56
95.47
111.4
127.3
143.2
159.1
16
SECTION PROPERTIES
Table 1C Section Properties of Western Species Structural Glued Laminated
Timber
Depth
d (in.)
Area
A (in.2)
Ix (in. )
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
18.75
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
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
21.00
26.25
31.50
36.75
42.00
47.25
52.50
57.75
63.00
68.25
73.50
78.75
84.00
63.00
123.0
212.6
337.6
504.0
717.6
984.4
1310
1701
2163
2701
3322
4032
4
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
3-1/8 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
3-1/2 in. Width
21.00
32.81
47.25
64.31
84.00
106.3
131.3
158.8
189.0
221.8
257.3
295.3
336.0
rx (in.)
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
Y-Y Axis
Iy (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 = 0.902 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
(ry = 1.010 in.)
21.44
12.25
26.80
15.31
32.16
18.38
37.52
21.44
42.88
24.50
48.23
27.56
53.59
30.63
58.95
33.69
64.31
36.75
69.67
39.81
75.03
42.88
80.39
45.94
85.75
49.00
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
17
Table 1C Section Properties of Western Species Structural Glued Laminated
Timber (Cont.)
Area
A (in.2)
Ix (in. )
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
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
33.00
41.25
49.50
57.75
66.00
74.25
82.50
90.75
99.00
107.3
115.5
123.8
132.0
140.3
148.5
156.8
165.0
173.3
181.5
189.8
198.0
99.00
193.4
334.1
530.6
792.0
1128
1547
2059
2673
3398
4245
5221
6336
7600
9021
10610
12380
14330
16470
18820
21380
4
X-X Axis
Sx (in.3)
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
5-1/2 in. Width
33.00
51.56
74.25
101.1
132.0
167.1
206.3
249.6
297.0
348.6
404.3
464.1
528.0
596.1
668.3
744.6
825.0
909.6
998.3
1091
1188
rx (in.)
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
Y-Y Axis
Iy (in. )
Sy (in.3)
(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
(ry = 1.588 in.)
83.19
30.25
104.0
37.81
124.8
45.38
145.6
52.94
166.4
60.50
187.2
68.06
208.0
75.63
228.8
83.19
249.6
90.75
270.4
98.31
291.2
105.9
312.0
113.4
332.8
121.0
353.5
128.6
374.3
136.1
395.1
143.7
415.9
151.3
436.7
158.8
457.5
166.4
478.3
173.9
499.1
181.5
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
3
SECTION PROPERTIES
Depth
d (in.)
18
SECTION PROPERTIES
Table 1C Section Properties of Western Species Structural Glued Laminated
Timber (Cont.)
Depth
d (in.)
Area
A (in.2)
Ix (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
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
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
4
X-X Axis
Sx (in.3)
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
rx (in.)
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
Y-Y Axis
Iy (in. )
Sy (in.3)
(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
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
19
Table 1C Section Properties of Western Species Structural Glued Laminated
Timber (Cont.)
Area
A (in.2)
Ix (in. )
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
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
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
4
X-X Axis
Sx (in.3)
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
rx (in.)
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
Y-Y Axis
Iy (in. )
Sy (in.3)
(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
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
3
SECTION PROPERTIES
Depth
d (in.)
20
SECTION PROPERTIES
Table 1C Section Properties of Western Species Structural Glued Laminated
Timber (Cont.)
Depth
d (in.)
Area
A (in.2)
Ix (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
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
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
4
X-X Axis
Sx (in.3)
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
rx (in.)
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
Y-Y Axis
Iy (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
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
21
Table 1C Section Properties of Western Species Structural Glued Laminated
Timber (Cont.)
Area
A (in.2)
Ix (in. )
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
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
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
4
X-X Axis
Sx (in.3)
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
rx (in.)
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
Y-Y Axis
Iy (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
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
3
SECTION PROPERTIES
Depth
d (in.)
22
SECTION PROPERTIES
Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber
Depth
d (in.)
Area
A (in.2)
Ix (in. )
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
4
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
rx (in.)
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
Y-Y Axis
Iy (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
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
23
Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber
(Cont.)
Depth
d (in.)
Ix (in. )
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
19.25
24.06
28.88
33.69
38.50
43.31
48.13
52.94
57.75
62.56
67.38
72.19
77.00
81.81
48.53
94.78
163.8
260.1
388.2
552.7
758.2
1009
1310
1666
2081
2559
3106
3725
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
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
4
X-X Axis
Sx (in.3)
3-1/2 in. Width
17.65
27.57
39.70
54.04
70.58
89.33
110.3
133.4
158.8
186.4
216.2
248.1
282.3
318.7
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
rx (in.)
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
1.985
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
Y-Y Axis
Iy (in. )
Sy (in.3)
(ry = 1.010 in.)
19.65
11.23
24.56
14.04
29.48
16.84
34.39
19.65
39.30
22.46
44.21
25.27
49.13
28.07
54.04
30.88
58.95
33.69
63.87
36.49
68.78
39.30
73.69
42.11
78.60
44.92
83.52
47.72
(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
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
3
SECTION PROPERTIES
Area
A (in.2)
24
SECTION PROPERTIES
Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber
(Cont.)
Depth
d (in.)
Area
A (in.2)
Ix (in.4)
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
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
37.81
45.38
52.94
60.50
68.06
75.63
83.19
90.75
98.31
105.9
113.4
121.0
128.6
136.1
143.7
151.3
158.8
166.4
173.9
181.5
189.1
196.6
148.9
257.4
408.7
610.0
868.6
1191
1586
2059
2618
3269
4021
4880
5854
6949
8172
9532
11030
12690
14500
16470
18620
20940
X-X Axis
Sx (in.3)
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
712.2
781.6
854.3
930.2
1009
1092
5-1/2 in. Width
43.33
62.39
84.92
110.9
140.4
173.3
209.7
249.6
292.9
339.7
389.9
443.7
500.9
561.5
625.6
693.2
764.3
838.8
916.8
998.3
1083
1172
rx (in.)
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
Y-Y Axis
Iy (in.4)
Sy (in.3)
(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
(ry = 1.588 in.)
95.32
34.66
114.4
41.59
133.4
48.53
152.5
55.46
171.6
62.39
190.6
69.32
209.7
76.26
228.8
83.19
247.8
90.12
266.9
97.05
286.0
104.0
305.0
110.9
324.1
117.8
343.1
124.8
362.2
131.7
381.3
138.6
400.3
145.6
419.4
152.5
438.5
159.4
457.5
166.4
476.6
173.3
495.7
180.2
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
25
Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber
(Cont.)
Area
A (in.2)
Ix (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
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
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
4
X-X Axis
Sx (in.3)
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
rx (in.)
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
Y-Y Axis
Iy (in. )
Sy (in.3)
(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
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
3
SECTION PROPERTIES
Depth
d (in.)
26
SECTION PROPERTIES
Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber
(Cont.)
Depth
d (in.)
Area
A (in.2)
Ix (in. )
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
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
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
4
X-X Axis
Sx (in.3)
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
rx (in.)
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
Y-Y Axis
Iy (in. )
Sy (in.3)
(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
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
27
Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber
(Cont.)
Area
A (in.2)
Ix (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
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
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
4
X-X Axis
Sx (in.3)
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
rx (in.)
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
Y-Y Axis
Iy (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
4
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AMERICAN WOOD COUNCIL
3
SECTION PROPERTIES
Depth
d (in.)
28
SECTION PROPERTIES
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AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
29
REFERENCE
DESIGN VALUES
4
Table 4A
Reference Design Values for Visually Graded Dimension
Lumber (2" - 4" thick) (All species except Southern Pine).....30
Table 4B
Reference Design Values for Visually Graded Southern
Pine Dimension Lumber (2" - 4" thick) ...................................37
Table 4C
Reference Design Values for Mechanically Graded
Dimension Lumber.....................................................................40
Table 4D
Reference Design Values for Visually Graded Timbers
(5" x 5" and larger) ....................................................................44
Table 4E
Reference Design Values for Visually Graded Decking...........51
Table 4F
Reference Design Values for Non-North American Visually
Graded Dimension Lumber (2" - 4" thick)..............................55
Table 5A Reference Design Values for Structural Glued Laminated
Softwood Timber (Members stressed primarily in
bending).......................................................................................60
Table 5B
Reference Design Values for Structural Glued Laminated
Softwood Timber (Members stressed primarily in axial
tension or compression)..............................................................64
Table 5C
Reference Design Values for Structural Glued Laminated
Hardwood Timber (Members stressed primarily in
bending).......................................................................................66
Table 5D
Reference Design Values for Structural Glued Laminated
Hardwood Timber (Members stressed primarily in axial
tension or compression)..............................................................69
Table 6A
Reference Design Values for Treated Round Timber Piles
Graded per ASTM D25..............................................................72
Table 6B
Reference Design Values for Round Timber Construction
Poles Graded per ASTM D3200.................................................72
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AMERICAN WOOD COUNCIL
30
REFERENCE DESIGN VALUES
Table 4A Adjustment Factors
Flat Use Factor, Cfu
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 center, are not less than 3 in number and are joined by
floor, roof, or other load distributing elements adequate to
support the design load.
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
F t
Fv
Fc⊥
Fc
E and Emin
0.85*
1.0
0.97
0.67
0.8**
0.9
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)
2" & 3"
4"
5"
6"
8"
10" & wider
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0
** when (Fc)(CF) ≤ 750 psi, CM = 1.0
Thickness (breadth)
2" & 3"
1.0
1.1
1.1
1.15
1.15
1.2
4"
—
1.0
1.05
1.05
1.05
1.1
NOTE
To facilitate the use of Table 4A, shading has been
employed to distinguish design values based on a
4" nominal width (Construction, Standard, and Utility grades) or a 6" nominal width (Stud grade) from
design values based on a 12" nominal width (Select
Structural, No.1 & Btr, No.1, No.2, and No.3 grades).
Size Factor, CF
Tabulated bending, tension, and compression parallel to grain design values for dimension lumber 2" to 4" thick shall
be multiplied by the following size factors:
Size Factors, CF
FbFtFc
Grades
Select
Structural,
No.1 & Btr,
No.1, No.2,
No.3
Stud
Construction,
Standard
Utility
Width (depth)
2", 3", & 4"
5"
6"
8"
10"
12"
14" & wider
2", 3", & 4"
5" & 6"
8" & wider
2", 3", & 4"
4"
2" & 3"
Thickness (breadth)
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
1.0
1.0
1.0
1.0
0.4
1.0
— 1.0
0.4
1.15
1.1
1.1
1.05
1.0
1.0
0.9
1.05
1.0
1.0
1.0
0.6
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
31
Table 4A Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load
duration and dry service conditions. See NDS 4.3 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
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
Grading
Rules
Agency
Bending
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,150
975
800
450
625
900
500
250
625
525
425
250
350
500
275
125
165
165
165
165
165
165
165
165
525
525
525
525
525
525
525
525
1,000
900
750
425
475
950
775
500
1,400,000
1,300,000
1,200,000
1,100,000
1,100,000
1,200,000
1,100,000
1,000,000
510,000
470,000
440,000
400,000
400,000
440,000
400,000
370,000
0.47
WCLIB
1,300
900
825
475
650
950
525
250
825
550
475
275
375
550
300
150
185
185
185
185
185
185
185
185
440
440
440
440
440
440
440
440
1,200
1,100
1,050
600
650
1,250
1,050
700
1,700,000
1,600,000
1,500,000
1,400,000
1,400,000
1,400,000
1,300,000
1,200,000
620,000
580,000
550,000
510,000
510,000
510,000
470,000
440,000
0.46
WWPA
1,400
950
875
500
675
1,000
550
275
900
600
500
300
400
575
325
150
160
160
160
160
160
160
160
160
330
330
330
330
330
330
330
330
1,200
1,100
1,050
600
675
1,250
1,050
700
1,600,000
1,500,000
1,400,000
1,300,000
1,300,000
1,300,000
1,200,000
1,100,000
580,000
550,000
510,000
470,000
470,000
470,000
440,000
400,000
0.41
WWPA
1,350
900
800
475
625
925
500
250
800
525
450
250
350
500
275
125
225
225
225
225
225
225
225
225
510
510
510
510
510
510
510
510
1,200
1,050
1,000
575
625
1,250
1,050
675
1,500,000
1,400,000
1,300,000
1,200,000
1,200,000
1,300,000
1,100,000
1,100,000
550,000
510,000
470,000
440,000
440,000
470,000
400,000
400,000
0.46
WCLIB
WWPA
875
625
600
350
475
700
375
175
500
375
350
200
275
400
225
100
120
120
120
120
120
120
120
120
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
400,000
400,000
370,000
330,000
330,000
330,000
330,000
290,000
0.39
NELMA
NSLB
WWPA
1,200
1,000
825
475
650
925
525
250
650
550
450
250
350
500
275
125
160
160
160
160
160
160
160
160
615
615
615
615
615
615
615
615
1,200
1,050
900
525
575
1,100
925
600
1,400,000
1,400,000
1,300,000
1,200,000
1,200,000
1,200,000
1,100,000
1,000,000
510,000
510,000
470,000
440,000
440,000
440,000
400,000
370,000
0.47
SPIB
Specific
Modulus of Elasticity
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
4
REFERENCE DESIGN VALUES
ALASKA CEDAR
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
ALASKA HEMLOCK
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
ALASKA SPRUCE
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
ALASKA YELLOW CEDAR
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
ASPEN
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
BALDCYPRESS
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
Size
classification
Tension
parallel
to grain
32
REFERENCE DESIGN VALUES
Table 4A Reference Design Values for Visually Graded Dimension Lumber (Cont.)
(2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load
duration and dry service conditions. See NDS 4.3 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
BEECH-BIRCH-HICKORY
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
COAST SITKA SPRUCE
Select Structural
No. 1/ No. 2
2" & wider
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
COTTONWOOD
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
DOUGLAS FIR-LARCH
Select Structural
No. 1 & Btr
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
DOUGLAS FIR-LARCH (NORTH)
Select Structural
No. 1 & Btr
2" & wider
No. 1/ No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
DOUGLAS FIR-SOUTH
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
Grading
Rules
Agency
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,450
1,050
1,000
575
775
1,150
650
300
850
600
600
350
450
675
375
175
195
195
195
195
195
195
195
195
715
715
715
715
715
715
715
715
1,200
950
750
425
475
1,000
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
620,000
580,000
550,000
470,000
470,000
510,000
470,000
440,000
0.71
NELMA
1300
925
525
725
1050
600
275
950
550
325
450
650
350
175
125
125
125
125
125
125
125
455
455
455
455
455
455
455
1200
1100
625
675
1300
1100
725
1,700,000
1,500,000
1,400,000
1,400,000
1,400,000
1,300,000
1,200,000
620,000
550,000
510,000
510,000
510,000
470,000
440,000
0.43
NLGA
875
625
625
350
475
700
400
175
525
375
350
200
275
400
225
100
125
125
125
125
125
125
125
125
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
440,000
440,000
400,000
370,000
370,000
370,000
330,000
330,000
0.41
NSLB
1,500
1,200
1,000
900
525
700
1,000
575
275
1,000
800
675
575
325
450
650
375
175
180
180
180
180
180
180
180
180
180
625
625
625
625
625
625
625
625
625
1,700
1,550
1,500
1,350
775
850
1,650
1,400
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
690,000
660,000
620,000
580,000
510,000
510,000
550,000
510,000
470,000
0.50
WCLIB
WWPA
1,350
1,150
850
475
650
950
525
250
825
750
500
300
400
575
325
150
180
180
180
180
180
180
180
180
625
625
625
625
625
625
625
625
1,900
1,800
1,400
825
900
1,800
1,450
950
1,900,000
1,800,000
1,600,000
1,400,000
1,400,000
1,500,000
1,400,000
1,300,000
690,000
660,000
580,000
510,000
510,000
550,000
510,000
470,000
0.49
NLGA
1,350
925
850
500
675
975
550
250
900
600
525
300
425
600
350
150
180
180
180
180
180
180
180
180
520
520
520
520
520
520
520
520
1,600
1,450
1,350
775
850
1,650
1,400
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
510,000
470,000
440,000
400,000
400,000
440,000
400,000
370,000
0.46
WWPA
Specific
Modulus of Elasticity
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
33
Table 4A Reference Design Values for Visually Graded Dimension Lumber (Cont.)
(2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load
duration and dry service conditions. See NDS 4.3 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
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,250
775
575
350
450
675
375
175
575
350
275
150
200
300
175
75
140
140
140
140
140
140
140
140
335
335
335
335
335
335
335
335
1,200
1,000
825
475
525
1,050
850
550
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
440,000
400,000
400,000
330,000
330,000
370,000
330,000
290,000
0.36
NELMA
NSLB
1,250
775
575
350
450
675
375
175
575
350
275
150
200
300
175
75
170
170
170
170
170
170
170
170
555
555
555
555
555
555
555
555
1,200
1,000
825
475
525
1,050
850
550
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
440,000
400,000
400,000
330,000
330,000
370,000
330,000
290,000
0.41
NELMA
NSLB
1,250
775
575
350
450
675
375
175
575
350
275
150
200
300
175
75
140
140
140
140
140
140
140
140
335
335
335
335
335
335
335
335
1,200
1,000
825
475
525
1,050
850
550
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
440,000
400,000
400,000
330,000
330,000
370,000
330,000
290,000
0.36
NELMA
NSLB
1,250
775
575
350
450
675
375
175
575
350
275
150
200
300
175
75
135
135
135
135
135
135
135
135
350
350
350
350
350
350
350
350
1,200
1,000
825
475
525
1,050
850
550
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
440,000
400,000
400,000
330,000
330,000
370,000
330,000
290,000
0.36
NELMA
NSLB
1,400
1,100
975
850
500
675
975
550
250
925
725
625
525
300
400
600
325
150
150
150
150
150
150
150
150
150
150
405
405
405
405
405
405
405
405
405
1,500
1,350
1,350
1,300
725
800
1,550
1,300
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
580,000
550,000
550,000
470,000
440,000
440,000
470,000
440,000
400,000
0.43
WCLIB
WWPA
1,300
1,200
1,000
575
775
1,150
650
300
775
725
575
325
450
650
350
175
145
145
145
145
145
145
145
145
405
405
405
405
405
405
405
405
1,700
1,550
1,450
850
925
1,750
1,500
975
1,700,000
1,700,000
1,600,000
1,400,000
1,400,000
1,500,000
1,400,000
1,300,000
620,000
620,000
580,000
510,000
510,000
550,000
510,000
470,000
0.46
NLGA
Specific
Modulus of Elasticity
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
4
REFERENCE DESIGN VALUES
EASTERN HEMLOCK-BALSAM FIR
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
EASTERN HEMLOCK-TAMARACK
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
EASTERN SOFTWOODS
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
EASTERN WHITE PINE
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
HEM-FIR
Select Structural
No. 1 & Btr
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
HEM-FIR (NORTH)
Select Structural
No. 1 & Btr
2" & wider
No. 1/ No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
Grading
Rules
Agency
Tension
parallel
to grain
34
REFERENCE DESIGN VALUES
Table 4A Reference Design Values for Visually Graded Dimension Lumber (Cont.)
(2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load
duration and dry service conditions. See NDS 4.3 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
MIXED MAPLE
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
MIXED OAK
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
NORTHERN RED OAK
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
NORTHERN SPECIES
Select Structural
No. 1/ No. 2
No. 3
Stud
Construction
Standard
Utility
NORTHERN WHITE CEDAR
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
RED MAPLE
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
Size
classification
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
Grading
Rules
Agency
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,000
725
700
400
550
800
450
225
600
425
425
250
325
475
275
125
195
195
195
195
195
195
195
195
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
470,000
440,000
400,000
370,000
370,000
400,000
370,000
330,000
0.55
NELMA
1,150
825
800
475
625
925
525
250
675
500
475
275
375
550
300
150
170
170
170
170
170
170
170
170
800
800
800
800
800
800
800
800
1,000
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
400,000
370,000
330,000
290,000
290,000
330,000
290,000
290,000
0.68
NELMA
1,400
1,000
975
550
750
1,100
625
300
800
575
575
325
450
650
350
175
220
220
220
220
220
220
220
220
885
885
885
885
885
885
885
885
1,150
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
510,000
510,000
470,000
440,000
440,000
440,000
400,000
370,000
0.68
NELMA
975
625
350
475
700
400
175
425
275
150
225
325
175
75
110
110
110
110
110
110
110
350
350
350
350
350
350
350
1,100
850
500
550
1,050
875
575
1,100,000
1,100,000
1,000,000
1,000,000
1,000,000
900,000
900,000
400,000
400,000
370,000
370,000
370,000
330,000
330,000
0.35
NLGA
775
575
550
325
425
625
350
175
450
325
325
175
250
375
200
100
120
120
120
120
120
120
120
120
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
290,000
260,000
260,000
220,000
220,000
260,000
220,000
220,000
0.31
NELMA
1,300
925
900
525
700
1,050
575
275
750
550
525
300
425
600
325
150
210
210
210
210
210
210
210
210
615
615
615
615
615
615
615
615
1,100
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
620,000
580,000
550,000
470,000
470,000
510,000
470,000
440,000
0.58
NELMA
Specific
Modulus of Elasticity
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
35
Table 4A Reference Design Values for Visually Graded Dimension Lumber (Cont.)
(2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load
duration and dry service conditions. See NDS 4.3 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
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
Grading
Rules
Agency
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,150
825
800
475
625
925
525
250
675
500
475
275
375
550
300
150
170
170
170
170
170
170
170
170
820
820
820
820
820
820
820
820
1,000
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
510,000
470,000
440,000
400,000
400,000
440,000
400,000
370,000
0.67
NELMA
1,750
1,350
1,100
975
775
925
725
525
425
575
825
450
225
1,000
800
625
575
450
525
425
300
250
325
475
275
125
160
160
160
160
160
160
160
160
160
160
160
160
160
650
650
425
650
425
650
425
650
425
425
425
425
425
1,850
1,500
1,100
1,200
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
510,000
510,000
400,000
470,000
400,000
440,000
370,000
400,000
330,000
330,000
330,000
330,000
290,000
0.44
0.44
0.37
0.44
0.37
0.44
0.37
0.44
0.37
0.44
0.44
0.44
0.44
RIS
1,250
875
500
675
1,000
550
275
700
450
250
350
500
275
125
135
135
135
135
135
135
135
425
425
425
425
425
425
425
1,400
1,150
650
725
1,400
1,150
750
1,500,000
1,400,000
1,200,000
1,200,000
1,300,000
1,200,000
1,100,000
550,000
510,000
440,000
440,000
470,000
440,000
400,000
0.42
NLGA
1,300
875
775
450
600
875
500
225
575
400
350
200
275
400
225
100
135
135
135
135
135
135
135
135
335
335
335
335
335
335
335
335
1,200
1,050
1,000
575
625
1,200
1,000
675
1,300,000
1,200,000
1,100,000
1,000,000
1,000,000
1,000,000
900,000
900,000
470,000
440,000
400,000
370,000
370,000
370,000
330,000
330,000
0.36
NELMA
NSLB
WCLIB
WWPA
1,000
725
700
400
550
800
450
225
600
425
425
250
325
475
275
125
155
155
155
155
155
155
155
155
425
425
425
425
425
425
425
425
1,000
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
400,000
370,000
370,000
330,000
330,000
330,000
290,000
290,000
0.36
WCLIB
WWPA
Specific
Modulus of Elasticity
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
4
REFERENCE DESIGN VALUES
RED OAK
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
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
SPRUCE-PINE-FIR
Select Structural
No. 1/ No. 2
No. 3
Stud
Construction
Standard
Utility
SPRUCE-PINE-FIR (SOUTH)
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
WESTERN CEDARS
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
Size
classification
36
REFERENCE DESIGN VALUES
Table 4A Reference Design Values for Visually Graded Dimension Lumber (Cont.)
(2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load
duration and dry service conditions. See NDS 4.3 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
WESTERN WOODS
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
WHITE OAK
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
YELLOW CEDAR
Select Structural
No. 1/ No. 2
No. 3
Stud
Construction
Standard
Utility
YELLOW POPLAR
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
Size
classification
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
2" & wider
2" & wider
2" - 4" wide
Grading
Rules
Agency
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
900
675
675
375
525
775
425
200
400
300
300
175
225
350
200
100
135
135
135
135
135
135
135
135
335
335
335
335
335
335
335
335
1,050
950
900
525
575
1,100
925
600
1,200,000
1,100,000
1,000,000
900,000
900,000
1,000,000
900,000
800,000
440,000
400,000
370,000
330,000
330,000
370,000
330,000
290,000
0.36
WCLIB
WWPA
1,200
875
850
475
650
950
525
250
700
500
500
275
375
550
325
150
220
220
220
220
220
220
220
220
800
800
800
800
800
800
800
800
1,100
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
400,000
370,000
330,000
290,000
290,000
330,000
290,000
290,000
0.73
NELMA
1200
800
475
625
925
525
250
725
475
275
375
550
300
150
175
175
175
175
175
175
175
540
540
540
540
540
540
540
1200
1000
575
650
1200
1050
675
1,600,000
1,400,000
1,200,000
1,200,000
1,300,000
1,200,000
1,100,000
580,000
510,000
440,000
440,000
470,000
440,000
400,000
0.46
NLGA
1,000
725
700
400
550
800
450
200
575
425
400
225
325
475
250
125
145
145
145
145
145
145
145
145
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
550,000
510,000
470,000
440,000
440,000
470,000
400,000
400,000
0.43
NSLB
Specific
Modulus of Elasticity
Gravity4
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" 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. Stress-rated boards of nominal 1", 1-¼" and 1-½" thickness, 2" and wider, of most species, are permitted to use the design values
shown for Select Structural, No.1 & Btr, No.1, No.2, No.3, Stud, Construction, Standard, Utility, and Clear Structural grades as shown in the 2" to 4" 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 rules agencies.
3. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual
species or species group for each design property.
4. Specific gravity, G, based on weight and volume when oven-dry.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
37
Table 4B Adjustment Factors
Size Factor, CF
CF=(12/d)
1/9
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 center, are not less than 3 in number and are joined by
floor, roof, or other load distributing elements adequate to
support the design load.
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)
Thickness (breadth)
2" & 3"
2" & 3"
4"
5"
6"
8"
10" & wider
1.0
1.1
1.1
1.15
1.15
1.2
—
1.0
1.05
1.05
1.05
1.1
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):
Wet Service Factors, CM
Fb
F t
Fv
Fc⊥ Fc E and Emin
*
0.85 1.0 0.970.67 0.8**
0.9
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0
** when (Fc) ≤ 750 psi, CM = 1.0
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
4
4"
REFERENCE DESIGN VALUES
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" thick, 8"
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" (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" 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", the tabulated bending design value,
Fb, shall be multiplied by the following size factor:
38
REFERENCE DESIGN VALUES
Table 4B Reference Design Values for Visually Graded Southern Pine Dimension
Lumber (2" - 4" thick)1,2,3,4,5
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4B ADJUSTMENT FACTORS
Species and commercial
grade
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
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
Size
classification
2" - 4" wide
4" wide
5" - 6" wide
8" wide
10" wide
12" wide
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Modulus of Elasticity
Bending
Tension
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
3,050
2,850
2,650
2,000
1,850
1,700
1,700
1,500
1,350
850
1,100
625
300
2,700
2,550
2,350
1,750
1,650
1,500
1,450
1,250
1,150
750
2,450
2,300
2,100
1,650
1,500
1,350
1,400
1,200
1,100
700
2,150
2,050
1,850
1,450
1,300
1,200
1,200
1,050
950
600
2,050
1,900
1,750
1,350
1,250
1,150
1,150
975
900
575
1,650
1,600
1,350
1,100
1,050
900
875
825
775
475
625
350
175
1,500
1,400
1,200
950
900
800
775
725
675
425
1,350
1,300
1,100
875
825
725
675
650
600
400
1,200
1,100
950
775
725
650
625
575
550
325
1,100
1,050
900
725
675
600
575
550
525
325
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
660
565
480
660
565
480
660
565
480
565
565
565
565
660
565
480
660
565
480
660
565
480
565
660
565
480
660
565
480
660
565
480
565
660
565
480
660
565
480
660
565
480
565
660
565
480
660
565
480
660
565
480
565
2,250
2,100
1,950
2,000
1,850
1,700
1,850
1,650
1,600
975
1,800
1,500
975
2,150
2,000
1,850
1,900
1,750
1,600
1,750
1,600
1,500
925
2,050
1,900
1,750
1,800
1,650
1,550
1,700
1,550
1,450
875
2,000
1,850
1,750
1,750
1,600
1,500
1,650
1,500
1,400
850
1,950
1,800
1,700
1,700
1,600
1,500
1,600
1,450
1,350
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
1,500,000
1,300,000
1,300,000
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
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
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
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
690,000
660,000
620,000
660,000
620,000
580,000
620,000
580,000
510,000
510,000
550,000
470,000
470,000
690,000
660,000
620,000
660,000
620,000
580,000
620,000
580,000
510,000
510,000
690,000
660,000
620,000
660,000
620,000
580,000
620,000
580,000
510,000
510,000
690,000
660,000
620,000
660,000
620,000
580,000
620,000
580,000
510,000
510,000
690,000
660,000
620,000
660,000
620,000
580,000
620,000
580,000
510,000
510,000
Specific
6
Gravity
G
0.55
0.55
0.55
SPIB
0.55
0.55
0.55
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
Grading
Rules
Agency
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
39
Table 4B Reference Design Values for Visually Graded Southern Pine Dimension
Lumber (2" - 4" thick)1,2,3,4,5
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4B ADJUSTMENT FACTORS
Species and commercial
grade
2" & wider
2-1/2" & wider
2-1/2"-4" thick
2" - 4" wide
4" wide
5" - 6" wide
8" wide
10" wide
12" wide
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Modulus of Elasticity
Bending
Tension
parallel
to grain
Fb
Ft
2,600
2,200
2,000
1,750
1,450
1,300
175
175
175
2,100
1,750
1,600
1,400
1,200
1,050
165
165
165
2,050
1,450
1,300
750
1,000
550
275
1,850
1,300
1,150
675
1,750
1,200
1,050
625
1,500
1,050
925
525
1,400
975
875
500
1,200
875
775
450
600
325
150
1,100
750
675
400
1,000
700
625
375
875
600
550
325
825
575
525
300
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
Specific
6
Gravity
Grading
Rules
Agency
Fv
Fc
Fc
E
Emin
G
(Surfaced Dry - Used in dry service condtions - 19% or less moisture content)
660
2,000
1,800,000
660
1,650
1,800,000
660
1,500
1,800,000
(Surfaced Green - Used in any service condtion)
440
1,300
1,600,000
440
1,100
1,600,000
440
1,000
1,600,000
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
1,800
1,650
1,650
950
1,700
1,450
950
1,700
1,550
1,550
875
1,600
1,450
1,450
850
1,600
1,450
1,450
825
1,550
1,400
1,400
800
1,600,000
1,500,000
1,400,000
1,200,000
1,300,000
1,200,000
1,100,000
1,600,000
1,500,000
1,400,000
1,200,000
1,600,000
1,500,000
1,400,000
1,200,000
1,600,000
1,500,000
1,400,000
1,200,000
1,600,000
1,500,000
1,400,000
1,200,000
4
660,000
660,000
660,000
0.55
SPIB
580,000
580,000
580,000
0.55
SPIB
580,000
550,000
510,000
440,000
470,000
440,000
400,000
580,000
550,000
510,000
440,000
580,000
550,000
510,000
440,000
580,000
550,000
510,000
440,000
580,000
550,000
510,000
440,000
0.51
0.51
0.51
SPIB
0.51
0.51
0.51
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" 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", 1-¼", and 1-½" thickness, 2" 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 nearest 10,000 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 1,000 psi or greater, 25 psi otherwise.
CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE
Tension
Shear
Compression Compression Modulus
parallel
parallel
perpendicular
parallel
of
Bending
to grain
to grain to grain
to grain
Elasticity
FbFt
Fv
Fc⊥ Fc E and Emin
Conversion
Factor
0.78 0.78 0.98
0.73
0.78
0.82
4. SIZE FACTOR. For sizes wider than 12", use size factors for Fb, Ft, and Fc specified for the 12" width. Use 100% of the Fv, Fc⊥, E, and Emin specified for the 12"
width.
5.When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual
species or species group for each design property.
6. Specific gravity, G, based on weight and volume when oven-dry.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
REFERENCE DESIGN VALUES
SOUTHERN PINE
Dense Structural 86
Dense Structural 72
Dense Structural 65
SOUTHERN PINE
Dense Structural 86
Dense Structural 72
Dense Structural 65
MIXED SOUTHERN PINE
Select Structural
No.1
No.2
No.3 and Stud
Construction
Standard
Utility
Select Structural
No.1
No.2
No.3 and Stud
Select Structural
No.1
No.2
No.3 and Stud
Select Structural
No.1
No.2
No.3 and Stud
Select Structural
No.1
No.2
No.3 and Stud
Size
classification
40
REFERENCE DESIGN VALUES
Table 4C Adjustment Factors
Flat Use Factor, Cfu
Bending design values 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 be multiplied by the following flat
use factors:
Flat Use Factors, Cfu
Width
(depth)
2" & 3"
4"
5"
6"
8"
10" & wider
Thickness (breadth)
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 center, are not less than 3 in number and are joined by
floor, roof, or other load distributing elements adequate to
support the design load.
2"
Wet
1.0
1.1
1.1
1.15
1.15
1.2
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:
Service Factor, CM
Wet Service Factors, CM
Fb
F t
Fv
Fc⊥ Fc
E and Emin
0.85 1.0 0.97 0.67 0.8 *
**
* when Fb ≤ 1,150 psi, CM = 1.0
**when Fc ≤ 750 psi, CM = 1.0
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
0.9
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
41
Table 4C Reference 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 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4C ADJUSTMENT FACTORS
Commercial grade
Size
classification
MACHINE STRESS RATED (MSR)
LUMBER
2" and less
in thickness
2" and wider
Fb
Ft
Fc
E
Emin
750
850
900
975
1,050
1,050
1,200
1,200
1,200
1,250
1,250
1,350
1,350
1,400
1,450
1,450
1,450
1,500
1,500
1,500
1,500
1,600
1,650
1,650
1,650
1,650
1700
1,800
1,800
1,800
1,800
1,850
1,950
1,950
2,000
2,100
2,250
2,250
2,250
2,400
2,400
2,500
2,550
2,550
2,700
2,700
2,850
2,850
3,000
425
475
350
550
450
575
600
600
650
800
725
750
750
800
800
825
875
900
900
900
900
950
1,020
1,020
1,175
1,020
1,175
1,300
1,175
1,200
1,175
1,175
1,375
1,375
1,300
1,575
1750
1750
1750
1925
1925
1750
1400
2050
1800
2150
1600
2300
2,400
925
975
1,050
1,450
1,225
1,500
1,400
1,400
1,550
1,475
1,600
1,600
1,600
1,600
1,625
1,600
1,625
1,650
1,650
1,650
1,650
1,675
1,700
1,700
1,700
1,750
1,725
1,750
1,750
1,750
1,750
1,850
1,800
1,800
1,825
1,875
1,925
1,925
1,925
1,975
1,975
2,000
2,000
2,025
2,100
2,100
2,100
2,150
2,200
1,400,000
1,400,000
1,000,000
1,600,000
1,200,000
1,600,000
1,200,000
1,300,000
1,600,000
1,400,000
1,600,000
1,300,000
1,400,000
1,200,000
1,300,000
1,300,000
1,500,000
1,400,000
1,500,000
1,600,000
1,700,000
1,400,000
1,300,000
1,500,000
1,600,000
1,700,000
1,600,000
1,500,000
1,600,000
1,800,000
2,000,000
1,700,000
1,500,000
1,700,000
1,600,000
1,800,000
1,700,000
1,800,000
1,900,000
1,800,000
2,000,000
2,200,000
1,800,000
2,100,000
2,000,000
2,200,000
1,800,000
2,300,000
2,400,000
710,000
710,000
510,000
810,000
610,000
810,000
610,000
660,000
810,000
710,000
810,000
660,000
710,000
610,000
660,000
660,000
760,000
710,000
760,000
810,000
860,000
710,000
660,000
760,000
810,000
860,000
810,000
760,000
810,000
910,000
1,020,000
860,000
760,000
860,000
810,000
910,000
860,000
910,000
970,000
910,000
1,020,000
1,120,000
910,000
1,070,000
1,020,000
1,120,000
910,000
1,170,000
1,220,000
Grading Rules Agency
SPIB
SPIB
WCLIB, WWPA, NELMA, NSLB
SPIB
SPIB
SPIB
NLGA, WCLIB, WWPA, NELMA, NSLB
SPIB
SPIB
WCLIB
SPIB
NLGA, WCLIB, WWPA, NELMA, NSLB
SPIB
NLGA
NLGA, WCLIB, WWPA, NELMA, NSLB
SPIB
WCLIB
NLGA, WCLIB, WWPA, NELMA, NSLB
SPIB
SPIB
SPIB
NLGA
NLGA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB
SPIB
WCLIB
NLGA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB
WCLIB
SPIB
SPIB
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
NLGA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
NLGA
NLGA, WCLIB
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
NLGA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB
SPIB
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
SPIB
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
NLGA, SPIB
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
4
REFERENCE DESIGN VALUES
750f-1.4E
850f-1.4E
900f-1.0E
975f-1.6E
1050f-1.2E
1050f-1.6E
1200f-1.2E
1200f-1.3E
1200f-1.6E
1250f-1.4E
1250f-1.6E
1350f-1.3E
1350f-1.4E
1400f-1.2E
1450f-1.3E
1450f-1.3E
1450f-1.5E
1500f-1.4E
1500f-1.5E
1500f-1.6E
1500f-1.7E
1600f-1.4E
1650f-1.3E
1650f-1.5E
1650f-1.6E
1650f-1.7E
1700f-1.6E
1800f-1.5E
1800f-1.6E
1800f-1.8E
1800f-2.0E
1850f-1.7E
1950f-1.5E
1950f-1.7E
2000f-1.6E
2100f-1.8E
2250f-1.7E
2250f-1.8E
2250f-1.9E
2400f-1.8E
2400f-2.0E
2500f-2.2E
2550f-1.8E
2550f-2.1E
2700f-2.0E
2700f-2.2E
2850f-1.8E
2850f-2.3E
3000f-2.4E
Design values in pounds per square inch (psi)
Tension Compression
parallel
parallel
to grain
Bending to grain
Modulus of Elasticity
42
REFERENCE DESIGN VALUES
Table 4C Reference Design Values for Mechanically Graded Dimension Lumber1,2,3
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4C ADJUSTMENT FACTORS
Commercial grade
Size
classification
Design values in pounds per square inch (psi)
Tension Compression
parallel
parallel
to grain
Bending to grain
Modulus of Elasticity
Grading Rules Agency
Fb
Ft
Fc
E
Emin
M-5
900
500
1,050
1,100,000
510,000
SPIB
M-6
1,100
600
1,300
1,000,000
470,000
SPIB
M-7
1,200
650
1,400
1,100,000
510,000
SPIB
M-8
1,300
700
1,500
1,300,000
610,000
SPIB
M-9
1,400
800
1,600
1,400,000
650,000
SPIB
M-10
1,400
800
1,600
1,200,000
560,000
NLGA, SPIB
M-11
1,550
850
1,675
1,500,000
700,000
NLGA, SPIB
M-12
1,600
850
1,675
1,600,000
750,000
NLGA, SPIB
M-13
1,600
950
1,675
1,400,000
650,000
NLGA, SPIB
M-14
1,800
1,000
1,750
1,700,000
790,000
NLGA, SPIB
M-15
1,800
1,100
1,750
1,500,000
700,000
NLGA, SPIB
M-16
M-17[4]
1,800
1,300
1,750
1,500,000
700,000
SPIB
1,950
1,300
2,050
1,700,000
790,000
SPIB
MACHINE EVALUATED LUMBER
(MEL)
M-18
2" and less
2,000
1,200
1,825
1,800,000
840,000
NLGA, SPIB
M-19
M-20[4]
in thickness
2,000
1,300
1,825
1,600,000
750,000
NLGA, SPIB
2,000
1,600
2,100
1,900,000
890,000
SPIB
M-21
2" and wider
2,300
1,400
1,950
1,900,000
890,000
NLGA, SPIB
M-22
2,350
1,500
1,950
1,700,000
790,000
NLGA, SPIB
M-23
2,400
1,900
1,975
1,800,000
840,000
NLGA, SPIB
M-24
2,700
1,800
2,100
1,900,000
890,000
NLGA, SPIB
M-25
2,750
2,000
2,100
2,200,000
1,030,000
NLGA, SPIB
M-26
M-27[4]
2,800
1,800
2,150
2,000,000
930,000
NLGA, SPIB
3,000
2,000
2,400
2,100,000
980,000
SPIB
M-28
2,200
1,600
1,900
1,700,000
790,000
SPIB
M-29
1,550
850
1,650
1,700,000
790,000
SPIB
M-30
2,050
1,050
1,850
1,700,000
790,000
SPIB
M-31
2,850
1,600
2,150
1,900,000
890,000
SPIB
M-32
750
425
925
1,400,000
650,000
SPIB
M-33
850
475
975
1,400,000
650,000
SPIB
M-34
975
550
1,450
1,600,000
750,000
SPIB
M-35
1,050
575
1,500
1,600,000
750,000
SPIB
M-36
1,200
650
1,550
1,600,000
750,000
SPIB
M-37
1,250
725
1,600
1,600,000
750,000
SPIB
M-38
1,500
900
1,650
1,600,000
750,000
SPIB
M-39
1,650
1,020
1,750
1,700,000
790,000
SPIB
M-40
1,850
1,175
1,850
1,700,000
790,000
SPIB
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
43
Table 4C 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"
to 4" 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. SPECIFIC GRAVITY, G, SHEAR PARALLEL TO GRAIN, FV, AND COMPRESSION PERPENDICULAR TO GRAIN, Fc⊥. Values for specific gravity,
G, shear parallel to grain, Fv, and compression perpendicular to grain, Fc⊥, are provided below for MSR and MEL lumber. For species or species groups not shown
below, the G, Fv, and Fc⊥ values for visually graded lumber may be used. Higher G values may be claimed when (a) specifically assigned by the rules writing agency
or (b) when qualified by test, quality controlled for G and provided for on the grade stamp. When a different G value is provided on the grade stamp, higher Fv
and Fc⊥ design values may be calculated in accordance with the grading rule requirements.
Species
Douglas Fir-Larch
Douglas Fir-Larch (N)
Douglas Fir-South
Englemann SpruceLodgepole Pine
Hem-Fir
Hem-Fir (N)
Southern Pine
Spruce-Pine-Fir
Sprce-Pine-Fir (S)
Western Cedars
Western Woods
E (x106) psi
1.0 and higher
2.0
2.1
2.2
2.3
2.4
1.0 and higher
2.0
2.1
2.2
2.3
2.4
1.2 to 1.9
2.0 to 2.2
2.3 & higher
1.0 and higher
1.0 and higher
1.5 and higher
1.0 and higher
1.0 and higher
1.6
1.7
1.8
1.9
2.0
2.1
2.2
2.3
2.4
1.0 and higher
1.0 and higher
1.8*
1.9 and higher
1.2 and higher
1.8 to 1.9
2.0 and higher
1.0 and higher
1.2 to 1.9
1.2 to 1.7
1.8 to 1.9
2.0 and higher
1.0 and higher
1.0 and higher
Specific
Gravity
G
0.50
0.51
0.52
0.53
0.54
0.55
0.50
0.51
0.52
0.53
0.54
0.55
0.49
0.53
0.57
0.46
0.38
0.46
0.43
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.52
0.46
0.55
0.57*
0.57
0.42
0.46
0.50
0.36
0.42
0.42
0.46
0.50
0.36
0.36
Design values in pounds per square inch (psi)
Compression
Shear parallel to grain
perpendicular to grain
Fv
180
180
180
180
185
185
170
170
170
170
170
170
180
180
190
180
135
160
140
150
155
160
160
165
170
170
175
175
180
145
175
190*
190
135
160
170
135
150
150
160
175
155
135
Fc
625
670
690
715
735
760
625
670
690
715
735
760
625
715
715
520
335
555
405
405
510
535
555
580
600
625
645
670
690
405
565
805*
805
425
525
615
335
465
465
555
645
425
335
Grading Rules Agency
WWPA
WWPA
WCLIB
WCLIB
NLGA
NLGA
WWPA
WWPA
WWPA
WCLIB
WWPA
WCLIB, WWPA
NLGA
SPIB
SPIB
SPIB
NLGA
NLGA
NLGA
NELMA, NSLB, WCLIB, WWPA
NELMA, NSLB
WWPA
NELMA, NSLB, WWPA
WCLIB, WWPA
WCLIB, WWPA
* 1.8E southern pine marked with a specific gravity of 0.55 on the grade stamp has a shear parallel to grain, Fv, of 175 psi and compression perpendicular to grain,
Fc⊥, of 565 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. Where the “E” or “Ft” values shown on a grade stamp differ from Table 4C values associated with the “Fb” on the grade stamp, the
values on the stamp shall be used in design, and the “Fc” value associated with the “Fb” value in Table 4C shall be used.
4. COMPRESSION PARALLEL TO GRAIN, Fc. This grade requires “Fc” qualification and quality control.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
4
REFERENCE DESIGN VALUES
Douglas Fir-Larch
Modulus of
Elasticity
44
REFERENCE DESIGN VALUES
Table 4D Adjustment Factors
Size Factor, CF
When visually graded timbers are subjected to loads
applied to the narrow face, tabulated design values shall
be multiplied by the following size factors:
Size Factors, CF
Depth FbFtFc
d > 12" (12/d)1/91.0 1.0
d ≤ 12"1.0 1.0 1.0
Flat Use Factor, Cfu
When members designated as Beams and Stringers*
in Table 4D are subjected to loads applied to the wide
face, tabulated design values shall be multiplied by the
following flat use factors:
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
F t
Fv
Fc⊥ Fc
1.00
1.00
1.00
0.67
0.91
E and Emin
1.00
Flat Use Factor, Cfu
GradeFb E and Emin Other Properties
Select Structural 0.86
1.00
1.00
No.1
0.740.90
1.00
No.2
1.001.00
1.00
*"Beams and Stringers" are defined in NDS 4.1.3 (also see Table 1B).
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
45
Table 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial
Grade
Beams and
Stringers
Posts and
Timbers
5"x5" and Larger
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Modulus of Elasticity
Bending
Tension
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,400
1,150
750
1,300
1,050
625
675
475
300
700
575
350
155
155
155
155
155
155
525
525
525
525
525
525
925
775
500
975
850
600
1,200,000
1,200,000
1,000,000
1,200,000
1,200,000
1,000,000
440,000
440,000
370,000
440,000
440,000
370,000
0.47
WCLIB
1,150
1,000
625
750
675
425
200
200
175
615
615
615
1,050
925
600
1,300,000
1,300,000
1,000,000
470,000
470,000
370,000
0.43
SPIB
1,350
1,100
725
1,250
1,000
575
900
750
350
825
675
375
125
125
125
125
125
125
305
305
305
305
305
305
950
800
500
1,000
875
400
1,400,000
1,400,000
1,100,000
1,400,000
1,400,000
1,100,000
510,000
510,000
400,000
510,000
510,000
400,000
0.36
NELMA
NSLB
1,650
1,400
900
1,550
1,250
725
975
700
450
1,050
850
475
180
180
180
180
180
180
715
715
715
715
715
715
975
825
525
1,050
900
425
1,500,000
1,500,000
1,200,000
1,500,000
1,500,000
1,200,000
550,000
550,000
440,000
550,000
550,000
440,000
0.71
NELMA
NSLB
1,150
950
625
1,100
875
525
675
475
325
725
575
350
115
115
115
115
115
115
455
455
455
455
455
455
775
650
425
825
725
500
1,500,000
1,500,000
1,200,000
1,500,000
1,500,000
1,200,000
550,000
550,000
440,000
550,000
550,000
440,000
0.43
NLGA
1,900
1,600
1,550
1,350
875
1,750
1,500
1,400
1,200
750
1,900
1,600
1,550
1,350
1,000
875
1,750
1,500
1,400
1,200
850
750
1,100
950
775
675
425
1,150
1,000
950
825
475
1,100
950
775
675
500
425
1,150
1,000
950
825
550
475
170
170
170
170
170
170
170
170
170
170
170
170
170
170
170
170
170
170
170
170
170
170
730
625
730
625
625
730
625
730
625
625
730
625
730
625
730
625
730
625
730
625
730
625
1,300
1,100
1,100
925
600
1,350
1,150
1,200
1,000
700
1,300
1,100
1,100
925
700
600
1,350
1,150
1,200
1,000
825
700
1,700,000
1,600,000
1,700,000
1,600,000
1,300,000
1,700,000
1,600,000
1,700,000
1,600,000
1,300,000
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,300,000
1,700,000
1,600,000
1,700,000
1,600,000
1,400,000
1,300,000
620,000
580,000
620,000
580,000
470,000
620,000
580,000
620,000
580,000
470,000
620,000
580,000
620,000
580,000
510,000
470,000
620,000
580,000
620,000
580,000
510,000
470,000
0.50
WCLIB
0.50
WWPA
Specific
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
Grading
Rules
Agency
4
REFERENCE DESIGN VALUES
ALASKA CEDAR
Select Structural
No.1
No.2
Select Structural
No.1
No.2
BALDCYPRESS
Select Structural
No.1
No.2
BALSAM FIR
Select Structural
No.1
No.2
Select Structural
No.1
No.2
BEECH-BIRCH-HICKORY
Select Structural
No.1
No.2
Select Structural
No.1
No.2
COAST SITKA SPRUCE
Select Structural
No.1
No.2
Select Structural
No.1
No.2
DOUGLAS FIR-LARCH
Dense Select Structural
Select Structural
Dense No. 1
No. 1
No. 2
Dense Select Structural
Select Structural
Dense No. 1
No. 1
No. 2
Dense Select Structural
Select Structural
Dense No. 1
No. 1
No. 2 Dense
No. 2
Dense Select Structural
Select Structural
Dense No. 1
No. 1
No. 2 Dense
No. 2
Size
classification
46
REFERENCE DESIGN VALUES
Table 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial
Grade
Size
classification
DOUGLAS FIR-LARCH (NORTH)
Select Structural
Beams and
No.1
Stringers
No.2
Select Structural
Posts and
No.1
Timbers
No.2
DOUGLAS FIR-SOUTH
Select Structural
Beams and
No.1
Stringers
No.2
Select Structural
Posts and
No.1
Timbers
No.2
EASTERN HEMLOCK
Select Structural
Beams and
No.1
Stringers
No.2
Select Structural
Posts and
No.1
Timbers
No.2
EASTERN HEMLOCK-TAMARACK
Select Structural
Beams and
No.1
Stringers
No.2
Select Structural
Posts and
No.1
Timbers
No.2
EASTERN HEMLOCK-TAMARACK (N)
Select Structural
Beams and
No.1
Stringers
No.2
Select Structural
Posts and
No.1
Timbers
No.2
EASTERN SPRUCE
Select Structural
Beams and
No.1
Stringers
No.2
Select Structural
Posts and
No.1
Timbers
No.2
EASTERN WHITE PINE
Select Structural
Beams and
No.1
Stringers
No.2
Select Structural
Posts and
No.1
Timbers
No.2
HEM-FIR
Select Structural
Beams and
No.1
Stringers
No.2
Select Structural
Posts and
No.1
Timbers
No.2
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Modulus of Elasticity
Bending
Tension
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,600
1,300
875
1,500
1,200
725
950
675
425
1,000
825
475
170
170
170
170
170
170
625
625
625
625
625
625
1,100
925
600
1,150
1,000
700
1,600,000
1,600,000
1,300,000
1,600,000
1,600,000
1,300,000
580,000
580,000
470,000
580,000
580,000
470,000
0.49
NLGA
1,550
1,300
825
1,450
1,150
675
900
625
425
950
775
450
165
165
165
165
165
165
520
520
520
520
520
520
1,000
850
550
1,050
925
650
1,200,000
1,200,000
1,000,000
1,200,000
1,200,000
1,000,000
440,000
440,000
370,000
440,000
440,000
370,000
0.46
WWPA
1,350
1,150
750
1,250
1,050
600
925
775
375
850
700
400
155
155
155
155
155
155
550
550
550
550
500
550
950
800
550
1,000
875
400
1,200,000
1,200,000
900,000
1,200,000
1,200,000
900,000
440,000
440,000
330,000
440,000
440,000
330,000
0.41
NELMA
NSLB
1,400
1,150
750
1,300
1,050
600
925
775
375
875
700
400
155
155
155
155
155
155
555
555
555
555
555
555
950
800
500
1,000
875
400
1,200,000
1,200,000
900,000
1,200,000
1,200,000
900,000
440,000
440,000
330,000
440,000
440,000
330,000
0.41
NELMA
NSLB
1,450
1,200
775
1,350
1,100
650
850
600
400
900
725
425
165
165
165
165
165
165
555
555
555
555
555
555
950
800
500
1,000
875
600
1,300,000
1,300,000
1,100,000
1,300,000
1,300,000
1,100,000
470,000
470,000
400,000
470,000
470,000
400,000
0.47
NLGA
1,050
900
575
1,000
800
450
725
600
275
675
550
300
135
135
135
135
135
135
390
390
390
390
390
390
750
625
375
775
675
300
1,400,000
1,400,000
1,000,000
1,400,000
1,400,000
1,000,000
510,000
510,000
370,000
510,000
510,000
370,000
0.41
NELMA
NSLB
1,050
875
575
975
800
450
700
600
275
650
525
300
125
125
125
125
125
125
350
350
350
350
350
350
675
575
400
725
625
325
1,100,000
1,100,000
900,000
1,100,000
1,100,000
900,000
400,000
400,000
330,000
400,000
400,000
330,000
0.36
NELMA
NSLB
1,300
1,050
675
1,200
975
575
750
525
350
800
650
375
140
140
140
140
140
140
405
405
405
405
405
405
925
750
500
975
850
575
1,300,000
1,300,000
1,100,000
1,300,000
1,300,000
1,100,000
470,000
470,000
400,000
470,000
470,000
400,000
0.43
WCLIB
WWPA
Specific
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
Grading
Rules
Agency
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
47
Table 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial
Grade
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Modulus of Elasticity
Bending
Tension
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,250
1,000
675
1,150
925
550
725
500
325
775
625
375
135
135
135
135
135
135
405
405
405
405
405
405
900
750
475
950
850
575
1,300,000
1,300,000
1,100,000
1,300,000
1,300,000
1,100,000
470,000
470,000
400,000
470,000
470,000
400,000
0.46
NLGA
1,150
975
625
1,100
875
500
700
500
325
725
600
350
180
180
180
180
180
180
620
620
620
620
620
620
725
600
375
750
650
300
1,100,000
1,100,000
900,000
1,100,000
1,100,000
900,000
400,000
400,000
330,000
400,000
400,000
330,000
0.55
NELMA
1,350
1,150
725
1,250
1,000
575
800
550
375
850
675
400
155
155
155
155
155
155
800
800
800
800
800
800
370,000
370,000
290,000
370,000
370,000
290,000
0.68
NELMA
1,500
1,350
850
1,000
900
550
165
165
165
825
1,000,000
700
1,000,000
450
800,000
875
1,000,000
775
1,000,000
350
800,000
(Wet Service Conditons)
375
900
1,300,000
375
800
1,300,000
375
525
1,000,000
470,000
470,000
370,000
0.51
SPIB
1,350
1,100
725
1,250
1,000
625
775
550
375
825
675
400
170
170
170
170
170
170
570
570
570
570
570
570
875
725
475
925
800
550
1,100,000
1,100,000
900,000
1,100,000
1,100,000
900,000
400,000
400,000
330,000
400,000
400,000
330,000
0.47
WCLIB
WWPA
1,250
1,050
675
1,150
950
550
850
700
350
800
650
375
135
135
135
135
135
135
435
435
435
435
435
435
850
725
450
900
800
375
1,300,000
1,300,000
1,000,000
1,300,000
1,300,000
1,000,000
470,000
470,000
370,000
470,000
470,000
370,000
0.42
NELMA
NSLB
1,600
1,350
875
1,500
1,200
700
950
675
425
1,000
800
475
205
205
205
205
205
205
885
885
885
885
885
885
950
800
500
1,000
875
400
1,300,000
1,300,000
1,000,000
1,300,000
1,300,000
1,000,000
470,000
470,000
370,000
470,000
470,000
370,000
0.68
NELMA
900
750
500
850
675
400
600
500
250
575
450
250
115
115
115
115
115
115
370
370
370
370
370
370
600
500
325
650
550
250
700,000
700,000
600,000
700,000
700,000
600,000
260,000
260,000
220,000
260,000
260,000
220,000
0.31
NELMA
1,100
925
600
1,000
825
475
725
500
300
675
550
325
130
130
130
130
130
130
535
535
535
535
535
535
750
625
400
800
700
325
1,100,000
1,100,000
900,000
1,100,000
1,100,000
900,000
400,000
400,000
330,000
400,000
400,000
330,000
0.43
NLGA
2
MIXED SOUTHERN PINE
Select Structural
No.1
No.2
MOUNTAIN HEMLOCK
Select Structural
No.1
No.2
Select Structural
No.1
No.2
NORTHERN PINE
Select Structural
No.1
No.2
Select Structural
No.1
No.2
NORTHERN RED OAK
Select Structural
No.1
No.2
Select Structural
No.1
No.2
NORTHERN WHITE CEDAR
Select Structural
No.1
No.2
Select Structural
No.1
No.2
PONDEROSA PINE
Select Structural
No.1
No.2
Select Structural
No.1
No.2
5"x5" and Larger
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Specific
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
Grading
Rules
Agency
4
REFERENCE DESIGN VALUES
HEM-FIR (NORTH)
Select Structural
No.1
No.2
Select Structural
No.1
No.2
MIXED MAPLE
Select Structural
No.1
No.2
Select Structural
No.1
No.2
MIXED OAK
Select Structural
No.1
No.2
Select Structural
No.1
No.2
Size
classification
48
REFERENCE DESIGN VALUES
Table 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial
Grade
RED MAPLE
Select Structural
No.1
No.2
Select Structural
No.1
No.2
RED OAK
Select Structural
No.1
No.2
Select Structural
No.1
No.2
RED PINE
Select Structural
No.1
No.2
Select Structural
No.1
No.2
REDWOOD
Clear Structural
Select Structural
Select Structural Open Grain
No. 1
No. 1 Open Grain
No. 2
No. 2 Open Grain
SITKA SPRUCE
Select Structural
No.1
No.2
Select Structural
No.1
No.2
Select Structural
No.1
No.2
Select Structural
No.1
No.2
SOUTHERN PINE
Dense Select Structural
Select Structural
No. 1 Dense
No. 1
No. 2 Dense
No. 2
Dense Select Structural 86
Dense Select Structural 72
Dense Select Structural 65
Size
classification
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
5"x5" and Larger
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
5" x 5" and Larger
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Modulus of Elasticity
Bending
Tension
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,500
1,250
800
1,400
1,150
650
875
625
400
925
750
425
195
195
195
195
195
195
615
615
615
615
615
615
900
750
475
950
825
375
1,500,000
1,500,000
1,200,000
1,500,000
1,500,000
1,200,000
550,000
550,000
440,000
550,000
550,000
440,000
0.58
NELMA
1,350
1,150
725
1,250
1,000
575
800
550
375
850
675
400
155
155
155
155
155
155
820
820
820
820
820
820
825
700
450
875
775
350
1,200,000
1,200,000
1,000,000
1,200,000
1,200,000
1,000,000
440,000
440,000
370,000
440,000
440,000
370,000
0.67
NELMA
1,050
875
575
1,000
800
475
625
450
300
675
550
325
130
130
130
130
130
130
440
440
440
440
440
440
725
600
375
775
675
475
1,100,000
1,100,000
900,000
1,100,000
1,100,000
900,000
400,000
400,000
330,000
400,000
400,000
330,000
0.44
NLGA
1,850
1,400
1,100
1,200
950
1,000
750
1,250
950
750
800
650
525
400
145
145
145
145
145
145
145
650
650
420
650
420
650
420
1,650
1,200
900
1,050
800
900
650
1,300,000
1,300,000
1,000,000
1,300,000
1,000,000
1,100,000
900,000
470,000
470,000
370,000
470,000
370,000
400,000
330,000
0.44
0.44
0.37
0.44
0.37
0.44
0.37
RIS
1,200
1,000
650
1,150
925
550
1,200
1,000
650
1,150
925
550
675
500
325
750
600
350
675
500
325
750
600
350
140
140
140
140
140
140
140
140
140
140
140
140
435
435
435
435
435
435
435
435
435
435
435
435
470,000
470,000
370,000
470,000
470,000
370,000
470,000
470,000
400,000
470,000
470,000
400,000
0.43
WCLIB
0.43
WWPA
1,750
1,500
1,550
1,350
975
850
2,100
1,750
1,600
1,200
1,000
1,050
900
650
550
1,400
1,200
1,050
165
165
165
165
165
165
165
165
165
440
375
440
375
440
375
440
440
440
825
1,300,000
675
1,300,000
450
1,000,000
875
1,300,000
750
1,300,000
525
1,000,000
825
1,300,000
675
1,300,000
450
1,100,000
875
1,300,000
750
1,300,000
525
1,100,000
(Wet Service Conditons)
1,100
1,600,000
950
1,500,000
975
1,600,000
825
1,500,000
625
1,300,000
525
1,200,000
1,300
1,600,000
1,100
1,600,000
1,000
1,600,000
0.55
SPIB
580,000
550,000
580,000
550,000
470,000
440,000
580,000
580,000
580,000
Specific
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
Grading
Rules
Agency
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
49
Table 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial
Grade
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Modulus of Elasticity
Bending
Tension
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,100
900
600
1,050
850
500
650
450
300
700
550
325
125
125
125
125
125
125
425
425
425
425
425
425
775
625
425
800
700
500
1,300,000
1,300,000
1,000,000
1,300,000
1,300,000
1,000,000
470,000
470,000
370,000
470,000
470,000
370,000
0.42
NLGA
1,050
900
575
1,000
800
475
625
450
300
675
550
325
125
125
125
125
125
125
335
335
335
335
335
335
675
550
375
700
625
425
1,200,000
1,200,000
1,000,000
1,200,000
1,200,000
1,000,000
440,000
440,000
370,000
440,000
440,000
370,000
0.36
NELMA
NSLB
WWPA
WCLIB
1,150
975
625
1,100
875
550
675
475
325
725
600
350
140
140
140
140
140
140
425
425
425
425
425
425
875
725
475
925
800
550
1,000,000
1,000,000
800,000
1,000,000
1,000,000
800,000
370,000
370,000
290,000
370,000
370,000
290,000
0.36
WCLIB
WWPA
1,150
925
625
1,050
875
500
675
475
300
700
575
350
130
130
130
130
130
130
425
425
425
425
425
425
850
700
450
900
800
550
1,000,000
1,000,000
800,000
1,000,000
1,000,000
800,000
370,000
370,000
290,000
370,000
370,000
290,000
0.35
NLGA
1,400
1,150
750
1,300
1,050
650
825
575
375
875
700
425
170
170
170
170
170
170
410
410
410
410
410
410
1,000
850
550
1,100
950
650
1,400,000
1,400,000
1,100,000
1,400,000
1,400,000
1,100,000
510,000
510,000
400,000
510,000
510,000
400,000
0.47
WCLIB
WWPA
1,400
1,150
750
1,300
1,050
650
825
575
375
875
700
425
135
135
135
135
135
135
410
410
410
410
410
410
1,000
850
550
1,100
950
650
1,400,000
1,400,000
1,100,000
1,400,000
1,400,000
1,100,000
510,000
510,000
400,000
510,000
510,000
400,000
0.46
NLGA
1,050
850
550
975
775
450
600
425
275
650
525
300
120
120
120
120
120
120
375
375
375
375
375
375
775
625
400
800
700
500
1,300,000
1,300,000
1,000,000
1,300,000
1,300,000
1,000,000
470,000
470,000
370,000
470,000
470,000
370,000
0.40
NLGA
Specific
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
Grading
Rules
Agency
4
REFERENCE DESIGN VALUES
SPRUCE-PINE-FIR
Select Structural
No.1
No.2
Select Structural
No.1
No.2
SPRUCE-PINE-FIR (SOUTH)
Select Structural
No.1
No.2
Select Structural
No.1
No.2
WESTERN CEDARS
Select Structural
No.1
No.2
Select Structural
No.1
No.2
WESTERN CEDARS (NORTH)
Select Structural
No.1
No.2
Select Structural
No.1
No.2
WESTERN HEMLOCK
Select Structural
No.1
No.2
Select Structural
No.1
No.2
WESTERN HEMLOCK (NORTH)
Select Structural
No.1
No.2
Select Structural
No.1
No.2
WESTERN WHITE PINE
Select Structural
No.1
No.2
Select Structural
No.1
No.2
Size
classification
50
REFERENCE DESIGN VALUES
Table 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial
Grade
WESTERN WOODS
Select Structural
No.1
No.2
Select Structural
No.1
No.2
WHITE OAK
Select Structural
No.1
No.2
Select Structural
No.1
No.2
Size
classification
Beams and
Stringers
Posts and
Timbers
Beams and
Stringers
Posts and
Timbers
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Modulus of Elasticity
Bending
Tension
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,050
900
575
1,000
800
475
625
450
300
675
525
325
125
125
125
125
125
125
345
345
345
345
345
345
750
625
425
800
700
475
1,100,000
1,100,000
900,000
1,100,000
1,100,000
900,000
400,000
400,000
330,000
400,000
400,000
330,000
0.36
WCLIB
WWPA
1,400
1,200
750
1,300
1,050
600
825
575
375
875
700
400
205
205
205
205
205
205
800
800
800
800
800
800
900
775
475
950
825
400
1,000,000
1,000,000
800,000
1,000,000
1,000,000
800,000
370,000
370,000
290,000
370,000
370,000
290,000
0.73
NELMA
Specific
Gravity4
Grading
Rules
Agency
Footnotes to Table 4D
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"
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 nearest 10,000 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 1,000 psi or greater, 25 psi otherwise.
CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE
Tension
parallel
Bending
to grain
FbFt
Conversion
Factor
0.78 0.78 Shear
parallel
to grain Fv
0.98
Compression Compression
perpendicular
parallel
to grain
to grain
Fc⊥Fc 0.73
0.78
Modulus
of
Elasticity
E and Emin
0.82
3.When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual
species or species group for each design property.
4. Specific gravity, G, based on weight and volume when oven-dry.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
51
Table 4E Adjustment Factors
Wet Service Factor, CM
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):
Wet Service Factors, CM
F b
Fc⊥ E and Emin
0.85*
0.67
0.9
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0
Flat Use Factor, Cfu
Bending design values for all species of decking except
Redwood are based on 4" thick decking. When 2" thick
or 3" thick decking is used, the bending design values, Fb,
for all species except Redwood shall be multiplied by the
following size factors:
Size Factors, CF
Repetitive Member Factor, Cr
Tabulated bending design values, Fb, for decking have
already been adjusted for flatwise usage (load applied to
wide face).
4
Thickness
CF
2"
1.10
3"
1.04
Tabulated bending design values for repetitive member
uses, (Fb)(Cr), for decking have already been multiplied
by the repetitive member factor, Cr.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
REFERENCE DESIGN VALUES
Size Factor, CF
52
REFERENCE DESIGN VALUES
Table 4E Reference Design Values for Visually Graded Decking1,2
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 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
Single
Member
Repetitive
Member
Compression
perpendicular
to grain
Fb
(Fb)(Cr)
Fc
E
Emin
Specific
Modulus of Elasticity
Grading Rules Agency
3
Gravity
G
BALSAM FIR
Select
2"-4" thick
—
1,650
—
1,500,000
550,000
Commercial
4"-12"wide
—
1,400
—
1,300,000
470,000
Select
2"-4" thick
1,250
1,450
455
1,700,000
620,000
Commercial
4"& wider
1,050
1,200
455
1,500,000
550,000
Select
2"-4" thick
1,250
1,450
370
1,500,000
550,000
Commercial
4"& wider
1,050
1,200
370
1,400,000
510,000
Select Dex
2"-4" thick
1,750
2,000
625
1,800,000
660,000
Commercial Dex
6"-8"wide
1,450
1,650
625
1,700,000
620,000
Selected
2"-4" thick
1,750
2,000
625
1,800,000
660,000
Commercial
4"-12"wide
1,450
1,650
625
1,700,000
620,000
Select
2"-4" thick
1,750
2,000
625
1,800,000
660,000
Commercial
4"& wider
1,450
1,650
625
1,700,000
620,000
Selected
2"-4" thick
1,650
1,900
520
1,400,000
510,000
Commercial
4"-12"wide
1,400
1,600
520
1,300,000
470,000
Select
2"-4" thick
—
1,700
—
1,300,000
470,000
Commercial
4"-12"wide
—
1,450
—
1,100,000
400,000
0.36
NELMA
0.43
NLGA
0.43
NLGA
0.50
WCLIB
0.50
WWPA
0.49
NLGA
0.46
WWPA
0.41
NELMA
0.47
NLGA
0.41
NELMA
0.36
NELMA
0.38
NLGA
0.43
WCLIB
0.43
WWPA
0.46
NLGA
0.42
NELMA
0.35
NLGA
COAST SITKA SPRUCE
COAST SPECIES
DOUGLAS FIR-LARCH
DOUGLAS FIR-LARCH (NORTH)
DOUGLAS FIR-SOUTH
EASTERN HEMLOCK-TAMARACK
EASTERN HEMLOCK-TAMARACK (NORTH)
Select
2"-4" thick
1,500
1,700
555
1,300,000
470,000
Commercial
4"& wider
1,250
1,450
555
1,100,000
400,000
Select
2"-4" thick
—
1,300
—
1,500,000
550,000
Commercial
4"-12"wide
—
1,100
—
1,400,000
510,000
Select
2"-4" thick
—
1,300
—
1,200,000
440,000
Commercial
4"-12"wide
—
1,100
—
1,100,000
400,000
EASTERN SPRUCE
EASTERN WHITE PINE
EASTERN WHITE PINE (NORTH)
Select
2"-4" thick
900
1,050
350
1,200,000
440,000
Commercial
4"& wider
775
875
350
1,100,000
400,000
Select Dex
2"-4" thick
1,400
1,600
405
1,500,000
550,000
Commercial Dex
6"-8"wide
1,150
1,350
405
1,400,000
510,000
Selected
2"-4" thick
1,400
1,600
405
1,500,000
550,000
Commercial
4"-12"wide
1,150
1,350
405
1,400,000
510,000
Select
2"-4" thick
1,350
1,500
405
1,500,000
550,000
Commercial
4"& wider
1,100
1,300
405
1,400,000
510,000
Select
2"-4" thick
—
1,550
—
1,400,000
510,000
Commercial
4"-12"wide
—
1,300
—
1,300,000
470,000
HEM-FIR
HEM-FIR (NORTH)
NORTHERN PINE
NORTHERN SPECIES
Select
2"-4" thick
900
1,050
350
1,100,000
400,000
Commercial
4"& wider
775
875
350
1,000,000
370,000
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
53
Table 4E Reference Design Values for Visually Graded Decking1,2
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 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
Single
Member
Repetitive
Member
Compression
perpendicular
to grain
Fb
(Fb)(Cr)
Fc
Specific
Modulus of Elasticity
E
Emin
Grading Rules Agency
3
Gravity
G
NORTHERN WHITE CEDAR
Select
2"-4" thick
—
1,100
—
800,000
290,000
Commercial
4"-12"wide
—
950
—
700,000
260,000
Select
2"-4" thick
1,200
1,400
535
1,300,000
470,000
Commercial
4"& wider
1,000
1,150
535
1,100,000
400,000
Select
2"-4" thick
1,150
1,350
440
1,300,000
470,000
Commercial
4"& wider
975
1,100
440
1,200,000
440,000
0.31
NELMA
0.43
NLGA
0.44
NLGA
4
PONDEROSA PINE
REDWOOD
Select, Close grain
2" thick
Select
1,850
2,150
—
1,400,000
510,000
0.44
1,450
1,700
—
1,100,000
400,000
0.37
Commercial
6"& wider
1,200
1,350
—
1,000,000
370,000
0.37
Deck Heart
2" thick
400
450
420
900,000
330,000
0.37
and
4" wide
Deck Common
2" thick
700
800
420
900,000
330,000
0.37
RIS
6" wide
SITKA SPRUCE
Select Dex
2"-4" thick
1,300
1,500
435
1,500,000
550,000
Commercial Dex
6"-8"wide
1,100
1,250
435
1,300,000
470,000
2,000
2,300
660
1,800,000
660,000
1,650
1,900
660
1,600,000
580,000
1,400
1,650
565
1,600,000
580,000
1,650
1,900
660
1,600,000
580,000
1,400
1,650
565
1,600,000
580,000
SOUTHERN PINE
2"-4" thick
Select
Dense Commercial
2" & wider
Commercial
SOUTHERN PINE
2-1/2"-4" thick
Select
Dense Commercial
0.55
SPIB
(Surfaced Green – Used in any service condition)
Dense Standard
Dense Select
WCLIB
(Surfaced dry – Used in dry service conditions — 19% or less moisture content)
Dense Standard
Dense Select
0.43
2" & wider
Commercial
1,600
1,800
440
1,600,000
580,000
1,350
1,500
440
1,400,000
510,000
1,150
1,300
375
1,400,000
510,000
1,350
1,500
440
1,400,000
510,000
1,150
1,300
375
1,400,000
510,000
0.55
SPIB
0.42
NLGA
0.36
NELMA
WWPA
0.36
WCLIB
0.36
WWPA
0.35
NLGA
SPRUCE-PINE-FIR
Select
2"-4" thick
1,200
1,400
425
1,500,000
550,000
Commercial
4"& wider
1,000
1,150
425
1,300,000
470,000
Selected
2"-4" thick
1,150
1,350
335
1,400,000
510,000
Commercial
4"-12"wide
950
1,100
335
1,200,000
440,000
Select Dex
2"-4" thick
1,250
1,450
425
1,100,000
400,000
Commercial Dex
6"-8"wide
1,050
1,200
425
1,000,000
370,000
Selected
2"-4" thick
1,250
1,450
425
1,100,000
400,000
Commercial
4"-12"wide
1,050
1,200
425
1,000,000
370,000
Select
2"-4" thick
1,200
1,400
425
1,100,000
400,000
Commercial
4"& wider
1,050
1,200
425
1,000,000
370,000
SPRUCE-PINE-FIR (SOUTH)
WESTERN CEDARS
WESTERN CEDARS (NORTH)
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
REFERENCE DESIGN VALUES
RED PINE
54
REFERENCE DESIGN VALUES
Table 4E Reference Design Values for Visually Graded Decking1,2
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions, unless specified
otherwise. See NDS 4.3 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
Single
Member
Repetitive
Member
Compression
perpendicular
to grain
Fb
(Fb)(Cr)
Fc
E
Emin
Specific
Modulus of Elasticity
Grading Rules Agency
3
Gravity
G
WESTERN HEMLOCK
Select Dex
2"-4" thick
1,500
1,750
410
1,600,000
580,000
Commercial Dex
6"& wider
1,300
1,450
410
1,400,000
510,000
Select
2"-4" thick
1,500
1,750
410
1,600,000
580,000
Commercial
4"& wider
1,300
1,450
410
1,400,000
510,000
Select
2"-4" thick
1,100
1,300
375
1,400,000
510,000
Commercial
4"& wider
925
1,050
375
1,300,000
470,000
Selected
2"-4" thick
1,150
1,300
335
1,200,000
440,000
Commercial
4"-12"wide
950
1,100
335
1,100,000
400,000
0.47
WCLIB
0.46
NLGA
0.40
NLGA
0.36
WWPA
WESTERN HEMLOCK (NORTH)
WESTERN WHITE PINE
WESTERN WOODS
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" 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. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual
species or species group for each design property.
3. Specific gravity, G, based on weight and volume when oven-dry.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
55
Table 4F Adjustment Factors
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 center, are not less than 3 in number, and are joined by
floor, roof, or other load distributing elements adequate to
support the design load.
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
F t
Fv
Fc⊥
Fc
E and Emin
0.85*
1.0
0.97
0.67
0.8**
0.9
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)
2" & 3"
4"
5"
6"
8"
10" & wider
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0
** when (Fc)(CF) ≤ 750 psi, CM = 1.0
Thickness (breadth)
2" & 3"
1.0
1.1
1.1
1.15
1.15
1.2
4"
—
1.0
1.05
1.05
1.05
1.1
NOTE
To facilitate the use of Table 4F, shading has been
employed to distinguish design values based on a
4" nominal width (Construction, Standard, and Utility grades) or a 6" nominal width (Stud grade) from
design values based on a 12" nominal width (Select
Structural, No.1 & Btr, No.1, No.2, and No.3 grades).
Size Factor, CF
Tabulated bending, tension, and compression parallel to grain design values for dimension lumber 2" to 4" thick shall
be multiplied by the following size factors:
Size Factors, CF
FbFtFc
Grades
Select
Structural,
No.1 & Btr,
No.1, No.2,
No.3
Stud
Construction,
Standard
Utility
Width (depth)
2", 3", & 4"
5"
6"
8"
10"
12"
14" & wider
2", 3", & 4"
5" & 6"
8" & wider
2", 3", & 4"
4"
2" & 3"
Thickness (breadth)
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
1.0
1.0
1.0
1.0
0.4
1.0
— 1.0
0.4
1.15
1.1
1.1
1.05
1.0
1.0
0.9
1.05
1.0
1.0
1.0
0.6
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
4
REFERENCE DESIGN VALUES
Wet Service Factor, CM
Flat Use Factor, Cfu
56
REFERENCE DESIGN VALUES
Table 4F Reference Design Values for Non-North American Visually Graded
Dimension Lumber (2" - 4" thick)1,3
(Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a
comprehensive description of design value adjustment factors.)
USE WITH TABLE 4F ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial Grade
Size classification
AUSTRIAN SPRUCE - Austria &
The Czech Republic
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
DOUGLAS FIR - France & Germany
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
DOUGLAS FIR/EUROPEAN LARCH - Austria,
Grading
Rules
Agency
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,500
1,000
925
525
725
1,050
575
275
675
450
400
225
325
475
250
125
175
175
175
175
175
175
175
175
260
260
260
260
260
260
260
260
1,250
1,100
1,050
625
675
1,300
1,100
725
1,700,000
1,600,000
1,500,000
1,300,000
1,300,000
1,400,000
1,300,000
1,200,000
620,000
580,000
550,000
470,000
470,000
510,000
470,000
440,000
0.43
WCLIB
1,500
975
825
475
650
925
525
250
675
450
375
225
300
425
225
100
205
205
205
205
205
205
205
205
540
540
540
540
540
540
540
540
1,250
1,100
1,000
600
650
1,250
1,050
675
1,900,000
1,700,000
1,500,000
1,300,000
1,300,000
1,400,000
1,300,000
1,200,000
690,000
620,000
550,000
470,000
470,000
510,000
470,000
440,000
0.48
WCLIB
1,900
1,400
1,350
775
800
1,000
575
275
850
625
600
350
350
450
250
125
195
195
195
195
195
195
195
195
440
440
440
440
440
440
440
440
1,400
1,250
1,250
700
700
1,250
1,100
700
1,800,000
1,700,000
1,600,000
1,400,000
1,400,000
1,500,000
1,300,000
1,300,000
660,000
620,000
580,000
510,000
510,000
550,000
470,000
470,000
0.48
WCLIB
975
650
600
350
475
675
375
175
425
300
275
150
200
300
175
75
135
135
135
135
135
135
135
135
325
325
325
325
325
325
325
325
1,100
950
850
475
525
1,050
875
575
1,300,000
1,100,000
1,000,000
900,000
900,000
900,000
800,000
800,000
470,000
400,000
370,000
330,000
330,000
330,000
290,000
290,000
0.45
WCLIB
1,200
850
800
450
625
900
500
250
550
375
350
200
275
400
225
100
150
150
150
150
150
150
150
150
430
430
430
430
430
430
430
430
1,200
1,050
1,000
575
625
1,200
1,050
675
1,600,000
1,400,000
1,300,000
1,100,000
1,100,000
1,200,000
1,100,000
1,000,000
580,000
510,000
470,000
400,000
400,000
440,000
400,000
370,000
0.42
WCLIB
1,350
825
625
375
575
725
400
200
600
375
275
175
250
325
175
75
125
125
125
125
125
125
125
125
220
220
220
220
220
220
220
220
1,200
1,000
875
500
600
1,100
900
600
1,500,000
1,400,000
1,200,000
1,100,000
1,100,000
1,100,000
1,000,000
1,000,000
550,000
510,000
440,000
400,000
400,000
400,000
370,000
370,000
0.42
WCLIB
Specific
Modulus of Elasticity
5
Gravity
2
The Czech Republic, & Bavaria
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
MONTANE PINE - South Africa
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
NORWAY SPRUCE - Estonia,
Latvia, & Lithuania
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
NORWAY SPRUCE - Finland
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
57
Table 4F Reference Design Values for Non-North American Visually Graded
Dimension Lumber (2" - 4" thick)1,3
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a
comprehensive description of design value adjustment factors.)
USE WITH TABLE 4F ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial Grade
Size classification
Bending
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
1,200
825
725
425
575
825
475
225
550
375
325
200
250
375
200
100
170
170
170
170
170
170
170
170
355
355
355
355
355
355
355
355
1,200
1,050
950
550
600
1,200
975
650
1,600,000
1,400,000
1,200,000
1,100,000
1,100,000
1,100,000
1,000,000
900,000
580,000
510,000
440,000
400,000
400,000
400,000
370,000
330,000
0.42
WCLIB
1,250
850
725
425
575
850
475
225
575
375
325
200
250
375
200
100
100
100
100
100
100
100
100
100
275
275
275
275
275
275
275
275
1,200
1,050
950
550
600
1,200
1,000
650
1,500,000
1,400,000
1,200,000
1,100,000
1,100,000
1,100,000
1,000,000
1,000,000
550,000
510,000
440,000
400,000
400,000
400,000
370,000
370,000
0.38
WCLIB
1,250
825
675
400
550
775
425
200
550
375
300
175
250
350
200
100
170
170
170
170
170
170
170
170
285
285
285
285
285
285
285
285
1,200
1,050
925
525
575
1,150
950
625
1,600,000
1,400,000
1,200,000
1,100,000
1,100,000
1,200,000
1,100,000
1,000,000
580,000
510,000
440,000
400,000
400,000
440,000
400,000
370,000
0.42
WCLIB
1,300
900
775
450
600
875
500
225
600
400
350
200
275
400
225
100
135
135
135
135
135
135
135
135
270
270
270
270
270
270
270
270
1,200
1,050
1,000
575
625
1,200
1,000
675
1,700,000
1,600,000
1,400,000
1,300,000
1,300,000
1,300,000
1,200,000
1,100,000
620,000
580,000
510,000
470,000
470,000
470,000
440,000
400,000
0.50
WCLIB
1,150
800
750
425
575
850
475
225
525
350
325
200
275
375
225
100
130
130
130
130
130
130
130
130
430
430
430
430
430
430
430
430
1,150
1,050
975
550
625
1,200
1,000
650
1,500,000
1,400,000
1,200,000
1,100,000
1,100,000
1,100,000
1,000,000
1,000,000
550,000
510,000
440,000
400,000
400,000
400,000
370,000
370,000
0.45
WCLIB
1,300
950
925
525
725
1,050
600
275
600
425
425
250
325
475
275
125
150
150
150
150
150
150
150
150
210
210
210
210
210
210
210
210
1,200
1,100
1,100
625
675
1,300
1,100
725
1,500,000
1,400,000
1,300,000
1,200,000
1,200,000
1,200,000
1,100,000
1,000,000
550,000
510,000
470,000
440,000
440,000
440,000
400,000
370,000
0.48
WCLIB
Specific
Modulus of Elasticity
5
Gravity
G
4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
REFERENCE DESIGN VALUES
NORWAY SPRUCE - Germany,
NE France, & Switzerland
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
NORWAY SPRUCE - Romania & the Ukraine
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
NORWAY SPRUCE - Sweden
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
SCOTS PINE - Austria & The Czech Republic,
Romania, & the Ukraine
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
SCOTS PINE - Estonia, Latvia, & Lithuania
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
SCOTS PINE - Finland
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
Grading
Rules
Agency
Tension
parallel
to grain
58
REFERENCE DESIGN VALUES
Table 4F Reference Design Values for Non-North American Visually Graded
Dimension Lumber (2" - 4" thick)1,3
(Cont.)
(Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a
comprehensive description of design value adjustment factors.)
USE WITH TABLE 4F ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Species and
commercial Grade
Size classification
4
SCOTS PINE - Germany
Select Structural
No. 1
No. 2
No. 3
Stud
Construction
Standard
Utility
2" & wider
2" & wider
2" - 4" wide
SCOTS PINE - Sweden
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
SILVER FIR (Abies alba) - Germany, NE France, &
Switzerland
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
SOUTHERN PINE - Misiones Argentina
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
SOUTHERN PINE - Misiones Argentina, Free of
Heart Center and Medium Grain Density
Select Structural
No. 1
2" & wider
No. 2
No. 3
Stud
2" & wider
Construction
Standard
2" - 4" wide
Utility
Grading
Rules
Agency
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,200
800
700
400
550
800
450
225
550
375
325
175
250
375
200
100
160
160
160
160
160
160
160
160
395
395
395
395
395
395
395
395
1,200
1,050
950
550
600
1,150
975
625
1,600,000
1,400,000
1,100,000
1,000,000
1,000,000
1,100,000
1,000,000
900,000
580,000
510,000
400,000
370,000
370,000
400,000
370,000
330,000
0.53
WCLIB
1,350
825
575
325
450
650
375
175
600
375
250
150
200
300
175
75
120
120
120
120
120
120
120
120
410
410
410
410
410
410
410
410
1,200
1,000
825
475
525
1,050
850
550
1,700,000
1,500,000
1,200,000
1,100,000
1,100,000
1,200,000
1,100,000
1,000,000
620,000
550,000
440,000
400,000
400,000
440,000
400,000
370,000
0.47
WCLIB
950
725
725
425
575
825
475
225
425
325
325
200
250
375
200
100
125
125
125
125
125
125
125
125
400
400
400
400
400
400
400
400
1,100
975
950
550
600
1,150
975
650
1,500,000
1,400,000
1,300,000
1,100,000
1,100,000
1,200,000
1,100,000
1,000,000
550,000
510,000
470,000
400,000
400,000
440,000
400,000
370,000
0.43
WCLIB
1,100
775
725
425
575
825
475
225
500
350
325
200
250
375
200
100
150
150
150
150
150
150
150
150
440
440
440
440
440
440
440
440
1,150
1,000
950
550
600
1,150
975
650
1,200,000
1,100,000
1,100,000
900,000
900,000
1,000,000
900,000
800,000
440,000
400,000
400,000
330,000
330,000
370,000
330,000
290,000
0.45
SPIB
1,700
1,150
1,000
575
800
1,150
650
300
775
525
450
250
350
525
300
125
210
210
210
210
210
210
210
210
710
710
710
710
710
710
710
710
1,250
1,150
1,100
650
700
1,350
1,150
750
1,500,000
1,500,000
1,500,000
1,400,000
1,400,000
1,400,000
1,300,000
1,200,000
550,000
550,000
550,000
510,000
510,000
510,000
470,000
440,000
0.54
SPIB
Specific
Modulus of Elasticity
5
Gravity
1. LUMBER DIMENSIONS. Reference design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2"
to 4" 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 the 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. Reference design values are applicable only for 2x4 dimensional lumber and shall not be multiplied by the size factor adjustment.
3. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual
species or species group for each design property.
4. Does not include states of Baden-Wurttemburg and Saarland.
5. Specific gravity, G, based on weight and volume when oven-dry.
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AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
59
4
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AMERICAN WOOD COUNCIL
REFERENCE DESIGN VALUES
This page left blank intentionally.
60
REFERENCE DESIGN VALUES
Table 5A Adjustment Factors
Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural
glued laminated bending members shall be multiplied by
the following volume factor:
Wet Service Factor, CM
When structural 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
CV = (21/L)1/x (12/d)1/x (5.125/b)1/x ≤ 1.0
where:
L = length of bending member between points of
Fb
F t
Fv
Fc⊥ Fc
E and Emin
0.8 0.8 0.875 0.530.73 0.833
zero moment, ft
d = depth of bending member, in.
b = width (breadth) of bending member, in. For
multiple piece width, b = width of widest piece in
the layup. Thus b ≤ 10.75".
x = 20 for Southern Pine
x = 10 for all other species
The volume factor shall not apply simultaneously with
the beam stability factor (see 5.3.6). Therefore, the lesser
of these adjustment factors shall apply.
Flat Use Factor, Cfu
Tabulated bending design values for loading parallel
to wide faces of laminations, Fby, shall be multiplied by
the following flat use factors when the member dimension
parallel to wide faces of laminations is less than 12":
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
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AMERICAN WOOD COUNCIL
(7)
(7)
28F-2.1E SP
30F-2.1E SP
(7)(8)
3000
2800
2600
2400
24F-1.8E
26F-1.9E
2000
2400
20F-1.5E
(psi)
1600
Fbx+
24F-1.7E
16F-1.3E
Stress Class
Top of Beam
Stressed
in Tension
(1)
(2)
2400
2300
1950
1450
1450
1100
(psi)
925
Fbx-
(Positive Bending) (Negative Bending)
Bottom of Beam
Stressed
in Tension
Bending
805
805
650
650
500
425
(psi)
315
Fcx
Compression
Perpendicular
to Grain
195
(3)
(3)
(6)
300
300
265
265
210
(6)
(psi)
195
Fvx (4)
Shear
Parallel
to Grain
Loaded Perpendicular to Wide
Faces of Laminations
Bending About X-X Axis
2.1
2.1
(9)
(9)
1.9
1.8
1.7
1.5
(10 psi)
1.3
6
Ex
For
Deflection
Calculations
1.11
1.11
(9)
(9)
1.00
0.95
0.90
0.79
(10 psi)
0.69
6
Ex min
For
Stability
Calculations
Modulus
of
Elasticity
1750
1600
1600
1450
1050
800
(psi)
800
Fby
Bending
650
650
560
560
315
315
(psi)
315
Fcy
Compression
Perpendicular
to Grain
(3)
(3)
260
260
230
230
185
170
(psi)
170
Fvy (4)(5)
Shear
Parallel
to Grain
0.69
0.85
0.85
0.90
0.90
1.6
1.6
1.7
1.7
0.63
Ey min
(106 psi)
0.58
1.3
1.2
Ey
(106 psi)
1.1
For
Stability
Calculations
Modulus
of
Elasticity
For
Deflection
Calculations
Loaded Parallel to Wide
Faces of Laminations
Bending About Y-Y Axis
Use with Table 5A Adjustment Factors
Fasteners
925
1000
1600
1600
1750
1750
725
775
1100
1150
1250
1250
Fc
(psi)
925
Ft
(10)
(10)
0.55
0.55
0.50
0.50
0.42
0.41
0.41
G
Compression Specific Gravity
Parallel to
for
Grain
Fastener Design
(psi)
675
Tension
Parallel to
Grain
Axially Loaded
(Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS
5.3 for a comprehensive description of design value adjustment factors.)
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
REFERENCE DESIGN VALUES
AMERICAN WOOD COUNCIL
Stress classes represent groups of similar glued laminated timber combinations. Values for individual combinations are included in Table 5A - Expanded. Reference design values are for members
with 4 or more laminations. For 2 and 3 lamination members, see Table 5B. Some stress classes are not available in all species. Contact manufacturer for availability.
1. For balanced layups, Fbx- shall be equal to Fbx+ for the stress class. Designer shall specify when balanced layup is required.
2. The negative reference bending design value, Fbx-, is permitted to be increased to 1850 psi for Douglas Fir and to 1950 psi for Southern Pine for specific combinations. Designer shall specify when these increased
design values are required.
3. For structural glued laminated timber of Southern Pine, the reference shear design values, Fvx and Fvy, are permitted to be increased to 300 psi, and 260 psi, respectively.
4. The reference design values for shear, Fvx and Fvy, shall be multiplied by the shear reduction factor, Cvr, for the conditions defined in NDS 5.3.10.
5. Reference design values are for timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For timbers manufactured from multiple piece
laminations (across width) that are not edge bonded, the reference design value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members. This reduction shall be cumulative with the adjustment in footnote (4).
6. Certain Southern Pine combinations may contain lumber with wane. If lumber with wane is used, the reference design value for shear parallel to grain, Fvx, shall be multiplied by 0.67 if wane is allowed on
both sides. If wane is limited to one side, Fvx shall be multiplied by 0.83. This reduction shall be cumulative with the adjustment in footnote (4).
7. 26F, 28F, and 30F beams are not produced by all manufacturers, therefore, availability may be limited. Contact supplier or manufacturer for details.
8. 30F combinations are restricted to a maximum 6 in. nominal width unless the manufacturer has qualified for wider widths based on full-scale tests subject to approval by an accredited inspection agency.
9. For 28F and 30F members with more than 15 laminations, Ex = 2.0 million psi and Exmin = 1.06 million psi.
10. For structural glued laminated timber of Southern Pine, specific gravity for fastener design is permitted to be increased to 0.55.
Table 5A Reference Design Values for Structural Glued Laminated Softwood Timber
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
61
4
Outer/ Core
Symbol
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
16F-V2
16F-V3
16F-V5
16F-E1
16F-E3
AMERICAN WOOD COUNCIL
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
SP/SP
SP/SP
SP/SP
(4)
24F-V1
24F-V4
24F-V5
DF/HF
DF/HF
HF/HF
HF/HF
24F-1.7E
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
DF/DF
DF/DF
AC/AC
AC/AC
POC/POC
POC/POC
HF/HF
DF/DF
DF/DF
HF/HF
ES/ES
SPF/SPF
SPF/SPF
24F-V5
24F-V10
24F-E11
24F-E15
20F-V2
20F-V3
20F-V5
20F-E1
20F-E3
20F-V3
20F-V7
20F-V12
20F-V13
20F-V14
20F-V15
20F-E2
20F-E3
20F-E6
20F-E7
20F-E8
24F-E/SPF1
24F-E/SPF3
20F-1.5E
DF/DF
DF/DF
HF/HF
DF/DF
DF/DF
HF/HF
16F-V3
16F-V6
16F-E2
16F-E3
16F-E6
16F-E7
16F-1.3E
Species
Combination
Tension
(Negative Bending)
Tension
(Positive Bending)
2400
2400
2400
2400
2400
2400
2400
2400
2000
2000
2000
2000
2000
2000
2000
2000
2000
2000
2000
2000
2000
2000
2000
2000
2000
2400
2400
1600
1600
1600
1600
1600
1600
1600
1600
1600
1600
1600
1600
(psi)
1650
2400
1750
1450
1600
2400
2400
1600
1550
1450
2000
1300
2000
1100
1450
2000
1400
2000
1450
2000
1400
1200
2000
2000
1300
2400
1550
1400
1450
1600
1250
1600
925
1250
1600
1050
1200
1600
1600
(psi)
Fbx-
Stressed in
Stressed in
Fbx+
Top of Beam
Bottom of Beam
Bending
740
740
740
650
650
500
500
740
650
740
650
650
650
650
560
560
560
560
500
560
560
500
450
560
560
740
740
650
650
650
560
560
375
560
560
375
500
425
650
740
650
650
650
500
500
650
650
740
650
650
560
650
560
560
560
560
500
560
560
500
450
560
650
650
740
650
650
650
210
300
300
210
215
215
215
215
300
300
300
300
300
195
265
265
265
265
265
265
215
265
265
215
200
215
215
300
300
300
300
300
195
265
265
215
265
265
215
(psi)
(psi)
315
Fvx (2)
Fcx
560
560
375
560
560
375
Compression
Shear Parallel
to Grain
Perpendicular
to Grain
Tension Compression
Face
Face
Stability
Deflection
1.7
1.7
1.7
1.7
1.7
1.8
1.8
1.7
1.5
1.5
1.6
1.7
1.7
1.5
1.6
1.6
1.5
1.5
1.5
1.5
1.6
1.7
1.7
1.6
1.5
1.6
1.6
1.5
1.4
1.6
1.6
1.7
1.3
1.5
1.6
1.4
1.6
1.6
1.4
0.90
0.90
0.90
0.90
0.90
0.95
0.95
0.95
0.79
0.79
0.85
0.90
0.90
0.79
0.85
0.85
0.79
0.79
0.79
0.79
0.85
0.90
0.90
0.85
0.79
0.85
0.85
0.79
0.74
0.85
0.85
0.90
0.69
0.79
0.85
0.74
0.85
0.85
0.74
(10 psi)
6
6
(10 psi)
Ex min
Ex
Calculations Calculations
For
For
Modulus
of
Elasticity
1350
1700
1450
1050
1350
1450
1550
1200
1450
1600
1450
1400
1700
800
1450
1450
1250
1250
1300
1300
1200
1400
1550
1450
1000
1150
1200
1450
1450
1600
1400
1650
800
1450
1450
1200
1400
1550
1350
(psi)
Fby
Bending
470
650
650
315
375
375
375
375
650
650
650
650
650
315
560
560
470
470
470
470
375
560
560
375
315
470
470
650
650
650
650
650
315
560
560
375
560
560
375
(psi)
Fcy
230
260
260
185
200
200
190
190
260
260
260
260
260
170
230
230
230
230
230
230
190
230
230
190
175
190
195
260
260
260
260
260
170
230
230
190
230
230
190
(psi)
Fvy (2)(3)
Compression Shear Parallel
Perpendicular
to Grain
to Grain
For
Stability
1.5
1.6
1.5
1.3
1.5
1.5
1.5
1.5
1.4
1.5
1.4
1.6
1.6
1.2
1.5
1.6
1.4
1.4
1.4
1.4
1.4
1.6
1.6
1.4
1.4
1.6
1.5
1.4
1.4
1.5
1.6
1.6
1.1
1.5
1.5
1.3
1.5
1.5
1.3
(106 psi)
Ey
0.79
0.85
0.79
0.69
0.79
0.79
0.79
0.79
0.74
0.79
0.74
0.85
0.85
0.63
0.79
0.85
0.74
0.74
0.74
0.74
0.74
0.85
0.85
0.74
0.74
0.85
0.79
0.74
0.74
0.79
0.85
0.85
0.58
0.79
0.79
0.69
0.79
0.79
0.74
(106 psi)
Ey min
Calculations Calculations
Deflection
For
Modulus
of
Elasticity
Bending About Y-Y Axis
(Loaded Parallel to Wide Faces
of Laminations)
Bending About X-X Axis
(Loaded Perpendicular to Wide Faces
of Laminations)
Use with Table 5A Adjustment Factors
975
1150
1100
775
1100
1150
1150
975
1000
1000
1050
1050
1150
725
1000
1050
925
950
900
900
925
1050
1150
1050
825
1150
900
1000
975
1000
1050
1100
675
975
1000
825
975
1000
875
(psi)
Ft
1350
1600
1500
1000
1450
1550
1550
1500
1400
1400
1500
1550
1600
925
1550
1600
1500
1550
1600
1600
1350
1600
1650
1450
1100
2000
1750
1300
1400
1550
1550
1550
925
1500
1600
1150
1600
1600
1250
(psi)
Fc
Tension Compression
Parallel to
Parallel to
Grain
Grain
Axially Loaded
0.55
0.55
0.55
0.50
0.50
0.43
0.43
0.55
0.55
0.55
0.55
0.55
0.50
0.50
0.46
0.46
0.46
0.46
0.43
0.50
0.50
0.43
0.41
0.42
0.42
0.55
0.55
0.55
0.55
0.55
0.50
0.50
0.43
0.50
0.50
0.43
G
0.42
0.41
0.43
0.55
0.55
0.43
0.43
0.43
0.43
0.55
0.55
0.55
0.55
0.55
0.50
0.50
0.46
0.46
0.46
0.46
0.43
0.50
0.50
0.43
0.41
0.42
0.42
0.55
0.55
0.55
0.55
0.55
0.50
0.50
0.43
0.50
0.50
0.43
Side Face
0.41
Top or
Bottom
Face
Specific Gravity
for
Fastener Design
Fasteners
(Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS
5.3 for a comprehensive description of design value adjustment factors.)
Table 5A Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber
Combinations1
62
REFERENCE DESIGN VALUES
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Outer/ Core
Symbol
30F-E1
30F-E2
SP/SP
SP/SP
(5)(6)
SP/SP
SP/SP
30F-2.1E SP
28F-E1
28F-E2
(5)
SP/SP
SP/SP
SP/SP
SP/SP
SP/SP
26F-V1
26F-V2
26F-V3
26F-V4
26F-V5
28F-2.1E SP
DF/DF
DF/DF
26F-V1
26F-V2
(5)
SP/SP
SP/SP
SP/SP
SP/SP
24F-V3
24F-V8
24F-E1
24F-E4
26F-1.9E
DF/DF
DF/DF
DF/DF
DF/DF
DF/DF
24F-V4
24F-V8
24F-E4
24F-E13
24F-E18
24F-1.8E
Species
Combination
Tension
(Negative Bending)
Tension
(Positive Bending)
3000
3000
3000
2800
2800
2800
2600
2600
2600
2600
2600
2600
2600
2600
2400
2400
2400
2400
2400
2400
2400
2400
2400
2400
(psi)
2400
3000
2400
2300
2800
2300
2000
2100
2100
2600
2600
1950
2600
1950
2000
2400
1450
2400
1450
1850
2400
1450
2400
2400
(psi)
Fbx-
Stressed in
Stressed in
Fbx+
Top of Beam
805
805
805
805
740
740
740
740
740
650
650
740
740
805
805
650
650
650
650
650
805
805
650
805
805
805
805
740
740
740
740
740
650
650
740
740
650
805
300
300
300
300
300
300
300
300
300
300
300
265
265
265
300
300
300
300
265
265
265
265
265
265
(psi)
(psi)
650
Fvx (2)
Fcx
650
650
650
650
650
Shear Parallel
Compression
to Grain
Perpendicular
to Grain
Tension Compression
Face
Face
Stability
Deflection
Fby
1750
1750
1750
1.11(7)
1.11(7)
2.1
2.1 (7)
1.11(7)
(7)
1600
2000
1.11(7)
1.11(7)
2.1 (7)
1600
1.11(7)
1700
1950
1950
1700
1950
1850
1850
1600
1700
1700
1550
1850
1450
1450
1550
1400
1750
1550
(psi)
2.1 (7)
0.95
1.00
1.00
1.00
1.00
1.06
1.06
1.00
0.95
0.95
0.95
1.00
0.95
0.95
0.95
0.95
0.95
0.95
(10 psi)
6
Ex min
Bending
2.1 (7)
2.1 (7)
1.8
1.9
1.9
1.9
1.9
2.0
2.0
1.9
1.8
1.8
1.8
1.9
1.8
1.8
1.8
1.8
1.8
1.8
(10 psi)
6
Ex
Calculations Calculations
For
For
Modulus
of
Elasticity
650
650
650
650
650
650
650
740
650
650
650
560
560
560
650
650
650
650
560
560
560
560
560
560
(psi)
Fcy
260
260
260
260
260
260
260
260
260
260
260
230
230
230
260
260
260
260
230
230
230
230
230
230
(psi)
Fvy (2)(3)
Compression Shear Parallel
Perpendicular
to Grain
to Grain
For
Stability
1.7
1.7
1.7
1.7
1.7
1.7
1.6
1.8
1.8
1.8
1.8
1.8
1.8
1.6
1.6
1.6
1.7
1.8
1.6
1.6
1.6
1.7
1.7
1.7
(106 psi)
Ey
Ft
1150
1350
1350
1150
1300
1250
1200
1300
1250
1300
1300
1250
1250
1350
0.85
0.85
0.95
0.95
0.95
0.95
0.90
0.90
0.90
0.90
0.90
0.90
1150
1150
1150
1450
0.85
0.85
0.90
0.95
0.95
0.95
1100
1100
1100
1100
1250
975
(psi)
Fc
0.55
0.55
0.55
0.55
1650
1650
1600
1750
1750
1750
1750
1850
1850
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
1600
1850
1800
1600
1850
1750
0.50
0.50
1850
1850
1600
0.50
0.50
0.50
0.50
0.50
1600
1650
1650
1700
1700
1700
(psi)
0.55
0.55
0.50
0.50
G
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.50
0.50
0.55
0.55
0.55
0.55
0.50
0.50
0.50
0.50
0.50
Side Face
Specific Gravity
for
Fastener Design
Tension Compression
Parallel to
Parallel to
Grain
Grain
Top or
Bottom
Face
Fasteners
Axially Loaded
0.85
0.85
0.85
0.90
0.90
0.90
(106 psi)
Ey min
Calculations Calculations
Deflection
For
Modulus
of
Elasticity
(Loaded Perpendicular to Wide Faces
of Laminations)
Bottom of Beam
Bending
Bending About Y-Y Axis
(Loaded Parallel to Wide Faces
of Laminations)
Bending About X-X Axis
Use with Table 5A Adjustment Factors
(Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS
5.3 for a comprehensive description of design value adjustment factors.)
REFERENCE DESIGN VALUES
AMERICAN WOOD COUNCIL
1.The combinations in this table are applicable to members consisting of 4 or more laminations and are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces
of the laminations. However, reference design values are tabulated for loading both perpendicular and parallel to the wide faces of the laminations. For combinations and reference design values applicable to
members loaded primarily axially or parallel to the wide faces of the laminations, see Table 5B. For members of 2 or 3 laminations, see Table 5B.
2. The reference design values for shear, Fvx and Fvy, shall be multiplied by the shear reduction factor, Cvr, for the conditions defined in NDS 5.3.10.
3.Reference design values are for structural glued laminated timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For structural glued
laminated timber manufactured from multiple piece laminations (across width) that are not edge-bonded, value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members.
This reduction shall be cumulative with the adjustment in footnote 2.
4. This combination may contain lumber with wane. If lumber with wane is used, the reference design value for shear parallel to grain, Fvx, shall be multiplied by 0.67 if wane is allowed on both sides. If wane is
limited to one side, Fvx shall be multiplied by 0.83. This reduction shall be cumulative with the adjustment in footnote 2.
5. 26F, 28F, and 30F beams are not produced by all manufacturers, therefore, availability may be limited. Contact supplier or manufacturer for details.
6. 30F combinations are restricted to a maximum 6 in. nominal width unless the manufacturer has qualified for wider widths based on full-scale tests subject to approval by an accredited inspection agency.
7. For 28F and 30F members with more than 15 laminations, Ex = 2.0 million psi and Exmin = 1.06 million psi.
Table 5A Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber
Combinations1
(Cont.)
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
63
4
64
REFERENCE DESIGN VALUES
Table 5B Adjustment Factors
Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural
glued laminated bending members shall be multiplied by
the following volume factor:
CV = (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, in.
b = width (breadth) of bending member, in. For
multiple piece width layups, b = width of widest
Flat Use Factor, Cfu
Tabulated bending design values for loading parallel
to wide faces of laminations, Fby, shall be multiplied by
the following flat use factors when the member dimension
parallel to wide faces of laminations is less than 12":
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
piece in the layup. Thus b ≤ 10.75".
x = 20 for Southern Pine
x = 10 for all other species
The volume factor shall not apply simultaneously with
the beam stability factor (see 5.3.6). Therefore, the lesser
of these adjustment factors shall apply.
Wet Service Factor, CM
When structural 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
F b
F t
Fv
Fc⊥ Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
Grade
SP
SP
SP
SP
SP
SP
SP
SP
SP
SP
SP
SP
SP
47
47
47
48
48
48
49
49
49
49
50
50
50
L3
L2
L2D
L1CL
L1
L3
L2
L1
L1D
L3
L3
L2
L1D
L1S
L3
L2
L1D
1.5
1.6
1.9
1.9
2.0
1.3
1.4
1.6
1.7
1.0
1.2
1.3
1.6
1.6
1.3
1.4
1.7
1:12
1:10
1:14
1:12
1:10
1:10
1:8
1:10
1:8
N2M12
N2M10
N2M
N2D12
N2D10
N2D
N1M16
N1M14
N1M12
N1M
N1D14
N1D12
N1D
1.4
1.4
1.4
1.7
1.7
1.7
1.7
1.7
1.7
1.7
1.9
1.9
1.9
Visually Graded Southern Pine
DF
DF
DF
DF
DF
HF
HF
HF
HF
SW
AC
AC
AC
AC
POC
POC
POC
1
2
3
4
5
14
15
16
17
(5)
22
69
70
71
72
73
74
75
0.74
0.74
0.74
0.90
0.90
0.90
0.90
0.90
0.90
0.90
1.00
1.00
1.00
0.79
0.85
1.00
1.00
1.06
0.69
0.74
0.85
0.90
0.53
0.63
0.69
0.85
0.85
0.69
0.74
0.90
Calculations Calculations
E
6
(10 psi)
Tension
Parallel
to Grain
650
650
650
740
740
740
650
650
650
650
740
740
740
560
560
650
590
650
375
375
375
500
315
470
470
560
560
470
470
560
1200
1150
1000
1400
1350
1150
1350
1350
1300
1150
1550
1500
1350
950
1250
1450
1400
1650
800
1050
1200
1400
525
725
975
1250
1250
775
1050
1350
1900
1700
1500
2200
2000
1750
2100
2000
1900
1700
2300
2200
2000
1550
1950
2300
2100
2400
1100
1350
1500
1750
850
1150
1450
1900
1900
1500
1900
2300
4 or More
Laminations
Fc
(psi)
1150
1150
1150
1350
1350
1350
1450
1450
1450
1450
1700
1700
1700
1250
1600
1900
1950
2100
1050
1350
1500
1750
725
1100
1450
1900
1900
1200
1550
2050
2 or 3
Laminations
Fc
(psi)
Compression
Parallel
to Grain
Axially Loaded
Compression 2 or More
Perpendicular
Lamito Grain
nations
Emin
Fc
Ft
(106 psi)
(psi)
(psi)
For
Stability
For
Deflection
Visually Graded Western Species
Combination Species
Symbol
All Loading
Modulus
of
Elasticity
1750
1750
1600
2000
2000
1850
1950
1950
1950
1850
2300
2300
2100
1450
1800
2100
2200
2400
1200
1500
1750
2000
800
1100
1400
1850
1850
1200
1450
1950
4 or More
Laminations
Fby
(psi)
1550
1550
1550
1800
1800
1800
1750
1750
1750
1750
2100
2100
2100
1250
1600
1850
2000
2100
1050
1350
1550
1850
700
975
1250
1650
1650
1050
1300
1750
3
Laminations
Fby
(psi)
1300
1300
1300
1500
1500
1500
1500
1500
1500
1500
1750
1750
1750
1000
1300
1550
1650
1800
850
1100
1300
1550
575
775
1000
1400
1400
825
1100
1500
2
Laminations
Fby
(psi)
260
260
260
260
260
260
260
260
260
260
260
260
260
230
230
230
230
230
190
190
190
190
170
230
230
230
230
230
230
230
Fvy
(psi)
Loaded Parallel to Wide
Faces of Laminations
Shear Parallel
Bending
to Grain(1)(2)(3)
Bending about Y-Y Axis
Use with Table 5B Adjustment Factors
NDS 5.3 for a comprehensive description of design value adjustment factors.)
1400
1400
1400
1600
1600
1600
1800
1800
1800
1800
2100
2100
2100
1250
1700
2000
2100
2200
1100
1450
1600
1900
725
1000
1350
1750
1900
1050
1400
1850
2 Laminations to
(4)
15 in. Deep
Fbx
(psi)
0.50
0.50
0.50
0.50
0.50
0.43
0.43
0.43
0.43
0.35
0.46
0.46
0.46
0.46
0.46
0.46
0.46
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
300
300
300
300
300
300
300
300
300
300
300
300
300
Specific Gravity
for
Fastener Design
G
Fasteners
265
265
265
265
265
215
215
215
215
195
265
265
265
265
265
265
265
Fvx
(psi)
Loaded Perpendicular to Wide
Faces of Laminations
Bending
Shear Parallel
to Grain(3)
Bending About X-X Axis
(Members stressed primarily in axial tension or compression) (Tabulated design values are for normal load duration and dry service conditions. See
REFERENCE DESIGN VALUES
AMERICAN WOOD COUNCIL
1. For members with 2 or 3 laminations, the reference shear design value for transverse loads parallel to the wide faces of the laminations, Fvy, shall be reduced by multiplying by a factor of 0.84 or 0.95, respectively.
2. The reference shear design value for transverse loads applied parallel to the wide faces of the laminations, Fvy, shall be multiplied by 0.4 for members with 5, 7, or 9 laminations manufactured from multiple piece
laminations (across width) that are not edge bonded. The reference shear design value, Fvy, shall be multiplied by 0.5 for all other members manufactured from multiple piece laminations with unbonded edge
joints. This reduction shall be cumulative with the adjustments in footnotes 1 and 3.
3. The reference design values for shear, Fvx and Fvy, shall be multiplied by the shear reduction factor, Cvr, for the conditions defined in NDS 5.3.10.
4. For members greater than 15 in. deep, the reference bending design value, Fbx, shall be reduced by multiplying by a factor of 0.88.
5. When Western Cedars, Western Cedars (North), Western Woods, and Redwood (open grain) are used in combinations for Softwood Species (SW), the reference design value for modulus of elasticity, E, shall
be reduced by 100,000 psi and Emin shall be reduced by 52,800 psi. When Coast Sitka Spruce, Coast Species, Western White Pine, and Eastern White Pine are used in combinations for Softwood Species (SW)
reference design values for shear parallel to grain, Fvx and Fvy, shall be reduced by 10 psi, before applying any other adjustments.
Table 5B Reference Design Values for Structural Glued Laminated Softwood Timber
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
65
4
66
REFERENCE DESIGN VALUES
Table 5C Adjustment Factors
Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural
glued laminated bending members shall be multiplied by
the following volume factor:
CV = (21/L)1/10 (12/d)1/10 (5.125/b)1/10 ≤ 1.0
where:
L = length of bending member between points of
zero moment, ft
d = depth of bending member, in.
b = width (breadth) of bending member, in. For
multiple piece width layups, b = width of widest
Flat Use Factor, Cfu
Tabulated bending design values for loading parallel
to wide faces of laminations, Fby, shall be multiplied by
the following flat use factors when the member dimension
parallel to wide faces of laminations is less than 12":
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
piece in the layup. Thus b ≤ 10.75".
The volume factor shall not apply simultaneously with
the beam stability factor (see 5.3.6). Therefore, the lesser
of these adjustment factors shall apply.
Wet Service Factor, CM
When structural 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
F b
F t
Fv
Fc⊥ Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
AMERICAN WOOD COUNCIL
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
16F-E1
16F-E2
20F-E1
20F-E2
24F-E1
24F-E2
24F-E3 YP
24F-E4 RM
24F-E5 RO
E-Rated Hardwoods
1600
1600
2000
2000
2400
2400
2400
2400
2400
1200
1200
1400
1400
1400
1400
1600
1600
1600
1600
2000
2000
Combination
Fbx+
Symbol
(psi)
Visually Graded Hardwoods
12F-V1
12F-V2
14F-V1
14F-V2
14F-V3
14F-V4
16F-V1
16F-V2
16F-V3
16F-V4
20F-V1
20F-V2
Top of Beam
Stressed
in Tension
800
1600
1000
2000
1200
2400
1200
1200
1200
440
440
590
590
770
770
590
895
1075
285
285
405
590
405
590
590
835
590
835
835
835
(psi)
(psi)
600
1200
700
700
1400
1400
800
800
1600
1600
1000
2000
Fcx
Fbx-
(Positive Bending) (Negative Bending)
Bottom of Beam
Stressed
in Tension
Bending
Compression
Perpendicular
to Grain
125
125
155
155
180
180
155
220
235
125
125
155
180
155
180
180
200
180
200
200
200
(psi)
Fvx
Shear
Parallel
to Grain
(Horizontal)
Loaded Perpendicular to Wide
Faces of Laminations
Bending About X-X Axis
6
Ex min
Calculations
1.4
1.4
1.6
1.6
1.8
1.8
1.8
1.8
1.8
1.2
1.2
1.3
1.3
1.3
1.3
1.4
1.5
1.4
1.6
1.7
1.7
0.74
0.74
0.85
0.85
0.95
0.95
0.95
0.95
0.95
0.63
0.63
0.69
0.69
0.69
0.69
0.74
0.79
0.74
0.85
0.90
0.90
(10 psi) (10 psi)
6
Ex
Calculations
For
Stability
For
Deflection
Modulus
of
Elasticity
1250
1400
1350
1600
1550
1650
1450
1650
1700
1050
1050
1250
1450
1250
1450
1400
1700
1400
1700
1700
1700
(psi)
Fby
285
285
405
405
590
590
405
710
900
285
285
405
590
405
590
590
835
590
835
835
835
(psi)
Fcy
Compression
Perpendicular
Bending
to Grain
110
110
135
135
160
160
135
195
205
110
110
135
160
135
160
160
175
160
175
175
175
(psi)
Fvy(2)
Shear
Parallel
to Grain
(Horizontal)
1.2
1.2
1.3
1.3
1.5
1.5
1.5
1.6
1.5
1.0
1.1
1.1
1.1
1.1
1.1
1.2
1.3
1.2
1.3
1.4
1.4
Ey
Fc
(psi)
800
860
950
1200
950
1200
1200
1250
1200
1300
1400
1400
975
1000
1050
1100
1400
1400
1200
1350
1450
Ft
600
625
700
750
725
775
800
875
850
900
975
1000
825
900
950
1050
1050
1050
975
1050
1100
0.53
0.58
0.58
0.58
0.58
0.58
0.63
0.69
0.63
0.69
0.74
0.74
0.63
0.63
0.69
0.69
0.79
0.79
0.79
0.85
0.79
Tension Compression
Parallel to Parallel to
Grain
Grain
Axially Loaded
(psi)
Ey min
Calculations
(106 psi) (106 psi)
Calculations
For
Stability
Modulus
of
Elasticity
Deflection
For
Loaded Parallel to Wide
Faces of Laminations
Bending About Y-Y Axis
Use with Table 5C Adjustment Factors
0.39
0.39
0.45
0.45
0.53
0.53
0.45
0.53
0.63
0.39
0.39
0.45
0.53
0.45
0.53
0.53
0.63
0.53
0.63
0.63
0.63
G
Specific Gravity
for
Fastener Design
(3)
Fasteners
(Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS
5.3 for a comprehensive description of design value adjustment factors.)
REFERENCE DESIGN VALUES
AMERICAN WOOD COUNCIL
1. The combinations in this table are applicable to members consisting of 4 or more laminations and are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces
of the laminations. However, reference design values are tabulated for loading both perpendicular and parallel to the wide faces of the laminations. For combinations and reference design values for members
loaded primarily axially or parallel to the wide faces of the laminations, see Table 5D. For members with 2 or 3 laminations, see Table 5D.
2. Reference design values are for timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For timbers manufactured from multiple piece laminations (across width) that are not edge bonded, value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members.
3. Fastener values are for groups of hardwood species permitted in each combination. If actual species is known, values for that species are permitted to be used.
Table 5C Reference Design Values for Structural Glued Laminated Hardwood Timber(1)
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
67
4
68
REFERENCE DESIGN VALUES
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AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
69
Table 5D Adjustment Factors
Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural
glued laminated bending members shall be multiplied by
the following volume factor:
CV = (21/L)1/10 (12/d)1/10 (5.125/b)1/10 ≤ 1.0
where:
L = length of bending member between points of
d = depth of bending member, in.
b = width (breadth) of bending member, in. For
multiple piece width layups, b = width of widest
Tabulated bending design values for loading parallel
to wide faces of laminations, Fby, shall be multiplied by
the following flat use factors when the member dimension
parallel to wide faces of laminations is less than 12":
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
piece in the layup. Thus b ≤ 10.75".
The volume factor shall not apply simultaneously with
the beam stability factor (see 5.3.6). Therefore, the lesser
of these adjustment factors shall apply.
Wet Service Factor, CM
When structural 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
F b
F t
Fv
Fc⊥ Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
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AMERICAN WOOD COUNCIL
4
REFERENCE DESIGN VALUES
zero moment, ft
Flat Use Factor, Cfu
Group
N3
N2
N1
SS
N3
N2
N1
SS
N3
N2
N1
SS
N3
N2
N1
SS
Grade
E
6
(10 psi)
H1
H2
H3
H4
H5
H6
H7
H8
H9
H10
H11
H12
H13
H14
H15
H16
A
A
A
A
B
B
B
B
C
C
C
C
D
D
D
D
1.3
1.5
1.7
1.7
1.2
1.3
1.5
1.5
1.0
1.2
1.3
1.3
0.9
1.1
1.2
1.2
Visually Graded Hardwoods
Symbol
Combination Species
0.67
0.78
0.88
0.88
0.62
0.67
0.78
0.78
0.52
0.62
0.67
0.67
0.47
0.57
0.62
0.62
Emin
(106 psi)
Stability
Calculations
Deflection
For
Calculations
For
Tension
Parallel
to Grain
835
835
835
835
590
590
590
590
405
405
405
405
285
285
285
285
to Grain
Fc
(psi)
425
875
1000
1150
350
750
850
950
300
625
725
825
250
550
625
700
nations
Ft
(psi)
900
1300
1450
1600
800
1150
1300
1450
625
900
1000
1100
575
825
925
1050
nations
Fc
(psi)
900
1300
1450
1600
800
1150
1300
1450
625
900
1000
1100
575
825
925
1050
nations
Fc
(psi)
2 or 3
Lami-
Compression
Parallel
to Grain
Axially Loaded
Compression 2 or More 4 or More
Perpendicular
LamiLami-
All Loading
Modulus
of
Elasticity
1250
1700
2000
2000
1050
1450
1650
1700
900
1200
1400
1450
775
1050
1200
1250
nations
Fby
(psi)
4 or More
Lami-
1100
1550
1800
1850
900
1300
1500
1550
800
1100
1300
1350
675
950
1100
1150
nations
Fby
(psi)
3
Lami-
Bending
875
1300
1550
1600
750
1050
1300
1350
625
925
1100
1150
550
800
950
1000
nations
Fby
(psi)
2
Lami-
175
175
175
175
160
160
160
160
135
135
135
135
110
110
110
110
nations
Fvy
(psi)
4 or More
Lami-
Shear Parallel
(1)(2)
to Grain
Loaded Parallel to Wide
Faces of Laminations
Bending about Y-Y Axis
Use with Table 5D Adjustment Factors
925
1200
1600
1700
750
1000
1350
1400
675
875
1150
1200
575
750
1000
1050
15 in. Deep
Fbx
(psi)
2 Laminations to
Bending
(3)
200
200
200
200
180
180
180
180
155
155
155
155
125
125
125
125
Fvx
(psi)
Shear Parallel
to Grain
Bending About X-X Axis
Loaded Perpendicular to Wide
Faces of Laminations
0.63
0.63
0.63
0.63
0.53
0.53
0.53
0.53
0.45
0.45
0.45
0.45
0.39
0.39
0.39
0.39
Fastener Design
G
Specific Gravity
for
Fasteners
(Members stressed primarily in axial tension or compression) (Tabulated design values are for normal load duration and dry
service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.)
Table 5D Reference Design Values for Structural Glued Laminated Hardwood Timber
70
REFERENCE DESIGN VALUES
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AMERICAN WOOD COUNCIL
Group
1.5E3
1.8E3
1.8E6
2.0E3
2.0E6
1.5E3
1.8E3
1.8E6
2.0E3
2.0E6
1.5E3
1.8E3
1.8E6
2.0E3
2.0E6
1.5E3
1.5E6
1.8E3
1.8E6
2.0E3
2.0E6
Grade
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No further reproductions authorized.
A
A
A
A
A
B
B
B
B
B
C
C
C
C
C
D
D
D
D
D
D
1.4
1.7
1.7
1.9
1.9
1.4
1.7
1.7
1.9
1.9
1.4
1.7
1.7
1.9
1.9
1.4
1.4
1.7
1.7
1.9
1.9
E
6
(10 psi)
0.73
0.88
0.88
0.98
0.98
0.73
0.88
0.88
0.98
0.98
0.73
0.88
0.88
0.98
0.98
0.73
0.73
0.88
0.88
0.98
0.98
Emin
(106 psi)
1015
1015
1015
1015
1015
770
770
770
770
770
590
590
590
590
590
440
440
440
440
440
440
to Grain
Fc
(psi)
1000
1150
1450
1350
1700
1000
1150
1450
1350
1700
1000
1150
1450
1350
1700
1000
1250
1150
1450
1350
1700
nations
Ft
(psi)
1500
1950
2000
2600
2430
1500
1950
2000
2300
2400
1500
1950
2000
2300
2400
1500
1500
1950
2000
2300
2400
nations
Fc
(psi)
1350
1850
1900
2200
2300
1350
1850
1900
2200
2300
1350
1850
1900
2200
2300
1350
1400
1850
1900
2200
2300
nations
Fc
(psi)
2 or 3
Lami-
Compression
Parallel
to Grain
Compression 2 or More 4 or More
Perpendicular
LamiLami-
Tension
Parallel
to Grain
Axially Loaded
1850
2100
2300
2400
2400
1850
2100
2300
2400
2400
1850
2100
2300
2400
2400
1850
2000
2100
2300
2400
2400
nations
Fby
(psi)
4 or More
Lami-
1750
2000
2200
2300
2400
1750
2000
2200
2300
2400
1750
2000
2200
2300
2400
1750
1900
2000
2200
2300
2400
nations
Fby
(psi)
3
Lami-
Bending
1550
1750
1950
2100
2300
1550
1750
1950
2100
2300
1550
1750
1950
2100
2300
1550
1700
1750
1950
2100
2300
nations
Fby
(psi)
2
Lami-
175
175
175
175
175
160
160
160
160
160
135
135
135
135
135
110
110
110
110
110
110
nations
Fvy
(psi)
4 or More
Lami-
Shear Parallel
(1)(2)
to Grain
Loaded Parallel to Wide
Faces of Laminations
Bending about Y-Y Axis
1200
1450
1650
1700
2100
1200
1450
1650
1700
2100
1200
1450
1650
1700
2100
1200
1250
1450
1650
1700
2100
15 in. Deep
Fbx
(psi)
2 Laminations to
Bending
(3)
200
200
200
200
200
180
180
180
180
180
155
155
155
155
155
125
125
125
125
125
125
Fvx
(psi)
Shear Parallel
to Grain
Bending About X-X Axis
Loaded Perpendicular to Wide
Faces of Laminations
REFERENCE DESIGN VALUES
AMERICAN WOOD COUNCIL
0.63
0.63
0.63
0.63
0.63
0.53
0.53
0.53
0.53
0.53
0.45
0.45
0.45
0.45
0.45
0.39
0.39
0.39
0.39
0.39
0.39
Fastener Design
G
Specific Gravity
for
Fasteners
1. For members with 2 or 3 laminations, the reference shear design value for transverse loads parallel to the wide faces of the laminations, Fvy, shall be reduced by multiplying by a factor of 0.84 or 0.95, respectively.
2. The reference shear design value for transverse loads applied parallel to the wide faces of the laminations, Fvy, shall be multiplied by 0.4 for members with 5, 7, or 9 laminations manufactured from multiple piece
laminations (across width) that are not edge bonded. The reference shear design value, Fvy, shall be multiplied by 0.5 for all other members manufactured from multiple piece laminations with unbonded edge
joints. This reduction shall be cumulative with the adjustment in footnote (1).
3. For members greater than 15 in. deep, the reference bending design value, Fbx, shall be reduced by multiplying by a factor of 0.88.
H17
H18
H19
H20
H21
H22
H23
H24
H25
H26
H27
H28
H29
H30
H31
H32
H33
H34
H35
H36
H37
E-Rated Hardwoods
Symbol
Combination Species
Stability
Calculations
Deflection
For
Calculations
For
All Loading
Modulus
of
Elasticity
Use with Table 5D Adjustment Factors
service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.)
Table 5D Reference Design Values for Structural Glued Laminated Hardwood Timber
(Members stressed primarily in axial tension or compression) (Tabulated design values are for normal load duration and dry
(Cont.)
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
71
4
72
REFERENCE DESIGN VALUES
Tables 6A and 6B Adjustment Factors
Condition Treatment Factor, Cct
Reference design values are based on air dried conditioning. If kiln-drying, steam-conditioning, or boultonizing
is used prior to treatment then the reference design values
shall be multiplied by the condition treatment factors, Cct.
Air
Dried
1.0
Condition Treatment Factor, Cct
Kiln
Boulton Steaming Steaming
Dried
Drying (Normal) (Marine)
0.90
0.95
0.80
0.74
Critical Section Factor, Ccs
Reference compression design values parallel to
grain, Fc, for round timber piles and poles are based on
the strength at the tip of the pile. Reference compression
design values parallel to grain, Fc, in Table 6A and Table
6B shall be permitted to be multiplied by the critical section
factor. The critical section factor, Ccs, shall be determined
as follows:
Load Sharing Factor (Pile Group Factor), Cls
For piles, reference design values are based on single
piles. If multiple piles are connected by concrete caps or
equivalent force distributing elements so that the pile group
deforms as a single element when subjected to the load
effects imposed on the element, reference bending design
values, Fb, and reference compression design values parallel to the grain, Fc, shall be permitted to be multiplied by
the load sharing factors, Cls.
Load Sharing Factor, Cls
Reference
Design Value
Fc
Fb
Ccs = 1.0 + 0.004Lc
where: Number of
Piles in Group
2
3
4 or more
2
3
4 or more
Cls
1.06
1.09
1.11
1.05
1.07
1.08
Size Factor, CF
Lc = length from tip of pile to critical section, ft
The increase for location of critical section shall not
exceed 10% for any pile or pole (Ccs ≤ 1.10). The critical
section factors, Ccs, are independent of tapered column
provisions in NDS 3.7.2 and both shall be permitted to be
used in design calculations.
For poles and piles with a diameter greater than 13.5",
reference bending design values shall be multiplied by
the following size factor determined on the basis of an
equivalent conventionally loaded square beam of the same
cross-sectional area:
CF=(12/d)1/9
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
73
Table 6A Reference Design Values for Treated Round Timber Piles Graded per
ASTM D25
(Tabulated design values are for normal load duration and wet service conditions. See NDS 6.3 for a
comprehensive description of design value adjustment factors.)
Species
Pacific Coast Douglas Fir1
Red Pine2
Southern Pine (Grouped)3
Design values in pounds per square inch (psi)
Shear Compression Compression
parallel perpendicular
parallel to
to
grain
to
grain
grain
Bending
Modulus of elasticity
Emin
Fb
Fv
Fc
Fc
E
2,050
1,350
1,950
160
125
160
490
270
440
1,300
850
1,250
1,700,000
1,300,000
1,500,000
Specific
Gravity4
G
690,000
520,000
600,000
0.50
0.42
0.55
Table 6B Reference Design Values for Round Timber Construction Poles Graded
per ASTM D3200
Design
Values
for Construction
Graded per
ASTM
D3200
Table 6B Reference
(Tabulated
design
values
are for normalPoles
load duration
and wet
service
conditions. See NDS 6.3 for a
comprehensive
design and
value
adjustment factors.)
(Tabulated design
values are fordescription
normal loadofduration
wet
service conditions. See NDS 6.3 for a comprehensive description of design value adjustment factors.)
Design values in pounds per square inch (psi)
Shear Compression Compression
parallel perpendicular
parallel to
to grain
grain
Modulus of elasticity
Bending to grain
Emin
F
F
F
F
E
Species
b
v
c
c
1
2,050
160
490
1,300
1,700,000
690,000
Pacific Coast Douglas Fir
Lodgepole Pine
1,275
125
265
825
1,100,000
430,000
Ponderosa Pine
1,200
175
295
775
1,000,000
400,000
2
1,350
125
270
850
1,300,000
520,000
Red Pine
1,950
160
440
1,250
1,500,000
600,000
Southern Pine (Grouped)3
Western Hemlock
1,550
165
275
1,050
1,300,000
560,000
Western Larch
1,900
170
405
1,250
1,500,000
660,000
Western Red Cedar
1,250
140
260
875
1,000,000
360,000
Specific
Gravity4
G
1. Pacific Coast Douglas Fir reference design values apply to this species as defined in ASTM Standard D 1760.
2. Red Pine reference design values apply to Red Pine grown in the United States.
3. Southern Pine reference design values apply to Loblolly, Longleaf, Shortleaf, and Slash Pines.
4. Specific gravity, G, based on weight and volume when oven-dry.
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AMERICAN WOOD COUNCIL
0.50
0.42
0.43
0.42
0.55
0.47
0.49
0.34
REFERENCE DESIGN VALUES
1. Pacific Coast Douglas Fir reference design values apply to this species as defined in ASTM Standard D 1760.
2. Red Pine reference design values apply to Red Pine grown in the United States.
3. Southern Pine reference design values apply to Loblolly, Longleaf, Shortleaf, and Slash Pines.
4. Specific gravity, G, based on weight and volume when oven-dry.
4
74
REFERENCE DESIGN VALUES
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AMERICAN WOOD COUNCIL
American Wood Council
AWC Mission Statement
To increase the use of wood by assuring the broad
regulatory acceptance of wood products, developing
design tools and guidelines for wood construction,
and influencing the development of public policies
affecting the use and manufacture of wood products.
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American Wood Council
222 Catoctin Circle, SE
Suite 201
Leesburg, VA 20175
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info@awc.org
ISBN 978-0-9827380-3-0
9
780982
738030
02-14
March 2013
ADDENDUM
to the 2012 and previous versions of the
Design Values for Wood Construction
(a supplement to the National Design Specification® (NDS®) for Wood Construction)
Effective June 1, 2013, design values for all grades of visually-graded Southern Pine and Mixed Southern Pine lumber,
2"- 4" thick will change. The design values to use with the 2012 NDS, 2005 NDS, and the 2001 NDS are shown below
(values that will change on June 1, 2013 are shown as underlined). These values supersede values published in the
AWC March 2012 Addendum.
Table 4B Reference Design Values for Visually Graded Southern Pine Dimension Lumber
(2" - 4" thick)1,2,3,4,5 (Tabulated design values are for normal load duration and dry service conditions, unless
specified otherwise. See NDS 4.3 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
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
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
Size
classification
2" - 4" wide
4" wide
5" - 6" wide
8" wide
Bending
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
2,700
1,900
175
660
2,050
1,900,000
690,000
2,350
1,650
175
565
1,900
1,800,000
660,000
2,050
1,450
175
480
1,800
1,600,000
580,000
1,650
1,500
1,300
1,200
1,100
1,050
650
875
475
225
1,100
1,000
875
750
675
600
400
500
275
125
175
175
175
175
175
175
175
175
175
175
660
565
480
660
565
480
565
565
565
565
1,750
1,650
1,550
1,500
1,450
1,450
850
1,600
1,300
850
1,800,000
1,600,000
1,400,000
1,600,000
1,400,000
1,300,000
1,300,000
1,400,000
1,200,000
1,200,000
660,000
580,000
510,000
580,000
510,000
470,000
470,000
510,000
440,000
440,000
2,400
1,650
175
660
1,900
1,900,000
690,000
2,100
1,450
175
565
1,800
1,800,000
660,000
1,850
1,300
175
480
1,700
1,600,000
580,000
1,500
1,350
1,200
1,050
1,000
950
575
1,000
875
775
650
600
525
350
175
175
175
175
175
175
175
660
565
480
660
565
480
565
1,650
1,550
1,450
1,450
1,400
1,350
800
1,800,000
1,600,000
1,400,000
1,600,000
1,400,000
1,300,000
1,300,000
660,000
580,000
510,000
580,000
510,000
470,000
470,000
2,200
1,550
175
660
1,850
1,900,000
690,000
1,950
1,350
175
565
1,700
1,800,000
660,000
1,700
1,200
175
480
1,650
1,600,000
580,000
1,350
1,250
1,100
975
925
875
525
900
800
700
600
550
500
325
175
175
175
175
175
175
175
660
565
480
660
565
480
565
1,600
1,500
1,400
1,400
1,350
1,300
775
1,800,000
1,600,000
1,400,000
1,600,000
1,400,000
1,300,000
1,300,000
660,000
580,000
510,000
580,000
510,000
470,000
470,000
Modulus of
Elasticity
Specific
Gravity6
Grading
Rules
Agency
G
0.55
SPIB
0.55
0.55
SPIB
0.55
SPIB
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2012 NDS Supplement Addendum
March 2013
Page 2
Species and
commercial
grade
Size
classification
SOUTHERN PINE (continued)
Dense Select
Structural
Select Structural
Non-Dense
Select Structural
No.1 Dense
10" wide
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
12" wide
Design values in pounds per square inch (psi)
Shear
Compression
Compression
parallel
perpendicular
parallel
to grain
to grain
to grain
Fv
Fc
Fc
Bending
Fb
Tension
parallel
to grain
Ft
1,950
1,300
175
660
1,800
1,900,000
690,000
1,700
1,150
175
565
1,650
1,800,000
660,000
1,500
1,050
175
480
1,600
1,600,000
580,000
1,200
1,050
950
850
800
750
475
800
700
625
525
475
425
275
175
175
175
175
175
175
175
660
565
480
660
565
480
565
1,550
1,450
1,400
1,350
1,300
1,250
750
1,800,000
1,600,000
1,400,000
1,600,000
1,400,000
1,300,000
1,300,000
660,000
580,000
510,000
580,000
510,000
470,000
470,000
1,800
1,250
175
660
1,750
1,900,000
690,000
1,600
1,100
175
565
1,650
1,800,000
660,000
1,400
975
175
480
1,550
1,600,000
580,000
1,100
1,000
900
800
750
700
450
750
650
575
500
450
400
250
175
175
175
175
175
175
175
660
565
480
660
565
480
565
1,500
1,400
1,350
1,300
1,250
1,250
725
1,800,000
1,600,000
1,400,000
1,600,000
1,400,000
1,300,000
1,300,000
660,000
580,000
510,000
580,000
510,000
470,000
470,000
2,050
1,450
1,100
650
850
475
225
1,850
1,300
1,000
575
1,750
1,200
925
525
1,500
1,050
800
475
1,400
975
750
450
1,200
875
675
400
500
275
125
1,100
750
600
350
1,000
700
550
325
875
600
475
275
825
575
450
250
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
175
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
565
1,800
1,650
1,450
850
1,600
1,300
850
1,700
1,550
1,400
775
1,600
1,450
1,350
800
1,600
1,450
1,300
750
1,550
1,400
1,250
725
1,600,000
1,500,000
1,400,000
1,200,000
1,300,000
1,200,000
1,100,000
1,600,000
1,500,000
1,400,000
1,200,000
1,600,000
1,500,000
1,400,000
1,200,000
1,600,000
1,500,000
1,400,000
1,200,000
1,600,000
1,500,000
1,400,000
1,200,000
580,000
550,000
510,000
440,000
470,000
440,000
400,000
580,000
550,000
510,000
440,000
580,000
550,000
510,000
440,000
580,000
550,000
510,000
440,000
580,000
550,000
510,000
440,000
Modulus of Elasticity
E
Emin
Specific
6
Gravity
G
0.55
0.55
Grading
Rules
Agency
SPIB
SPIB
MIXED SOUTHERN PINE
Select Structural
No.1
No.2
No.3 and Stud
Construction
Standard
Utility
Select Structural
No.1
No.2
No.3 and Stud
Select Structural
No.1
No.2
No.3 and Stud
Select Structural
No.1
No.2
No.3 and Stud
Select Structural
No.1
No.2
No.3 and Stud
1.
2.
2" - 4" wide
4" wide
5" - 6" wide
8" wide
10" wide
12" wide
0.51
0.51
0.51
0.51
SPIB
0.51
0.51
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" 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. Information for various grades of Southern Pine stress-rated boards of nominal 1", 1¼", and 1½" thickness,
2" and wider is available from the Southern Pine Inspection Bureau (SPIB) in the Standard Grading Rules for Southern Pine Lumber.
2012 NDS Supplement Addendum
March 2013
Page 3
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 nearest 10,000 psi for Emin;
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 1,000 psi or greater, 25 psi otherwise.
CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE
Bending
Conversion Factor
Tension
parallel
to grain
Shear
parallel
to grain
Compression
perpendicular
to grain
Compression
parallel
to grain
Modulus
of
Elasticity
Fb
Ft
Fv
Fc
Fc
E and Emin
0.78
0.78
0.98
0.73
0.78
0.82
4.
SIZE FACTOR. For sizes wider than 12", use size factors for Fb, Ft, and Fc specified for the 12" width. Use 100% of the Fv, Fc┴, E, and
Emin specified for the 12" width.
5.
When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design
values for each individual species or species group for each design property.
Specific gravity, G, based on weight and volume when oven-dry.
6.
August 2013
ADDENDUM
to the 2012 and previous versions of the
Design Values for Wood Construction
(a supplement to the National Design Specification® (NDS®) for Wood Construction)
Table 1C
Section Properties of Western Species Structural Glued Laminated Timber
Depth
d (in.)
Area
A (in.2)
Ix (in. )
6
7-1/2
9
9-1/4
9-1/2
10-1/2
11-1/4
11-7/8
12
13-1/2
14
15
16
16-1/2
18
19-1/2
20
21
22
22-1/2
24
21.00
26.25
31.50
32.38
33.25
36.75
39.38
41.56
42.00
47.25
49.00
52.50
56.00
57.75
63.00
68.25
70.00
73.50
77.00
78.75
84.00
63.00
123.0
212.6
230.8
250.1
337.6
415.3
488.4
504.0
717.6
800.3
984.4
1195
1310
1701
2163
2333
2701
3106
3322
4032
4
X-X Axis
Sx (in.3)
3-1/2 in. Width
21.00
32.81
47.25
49.91
52.65
64.31
73.83
82.26
84.00
106.3
114.3
131.3
149.3
158.8
189.0
221.8
233.3
257.3
282.3
295.3
336.0
rx (in.)
1.732
2.165
2.598
2.670
2.742
3.031
3.248
3.428
3.464
3.897
4.041
4.330
4.619
4.763
5.196
5.629
5.774
6.062
6.351
6.495
6.928
Y-Y Axis
Iy (in. )
Sy (in.3)
(ry = 1.010 in.)
21.44
12.25
26.80
15.31
32.16
18.38
33.05
18.89
33.94
19.40
37.52
21.44
40.20
22.97
42.43
24.24
42.88
24.50
48.23
27.56
50.02
28.58
53.59
30.63
57.17
32.67
58.95
33.69
64.31
36.75
69.67
39.81
71.46
40.83
75.03
42.88
78.60
44.92
80.39
45.94
85.75
49.00
4
(Continued on following page)
222 Catoctin Circle, SE, Suite 201 ▪ Leesburg, VA 20175 ▪ 202 463-2766 ▪ www.awc.org ▪ info@awc.org
2012 NDS Supplement Addendum
August 2013
Page 2
Table 1C
Section Properties of Western Species Structural Glued Laminated Timber
(Cont.)
Depth
d (in.)
Area
A (in.2)
Ix (in. )
6
7-1/2
9
9-1/4
9-1/2
10-1/2
11-1/4
11-7/8
12
13-1/2
14
15
16
16-1/2
18
19-1/2
20
21
22
22-1/2
24
25-1/2
27
28-1/2
30
31-1/2
33
34-1/2
36
33.00
41.25
49.50
50.88
52.25
57.75
61.88
65.31
66.00
74.25
77.00
82.50
88.00
90.75
99.00
107.3
110.0
115.5
121.0
123.8
132.0
140.3
148.5
156.8
165.0
173.3
181.5
189.8
198.0
99.00
193.4
334.1
362.7
393.0
530.6
652.6
767.5
792.0
1128
1258
1547
1877
2059
2673
3398
3667
4245
4880
5221
6336
7600
9021
10610
12380
14330
16470
18820
21380
4
X-X Axis
Sx (in.3)
5-1/2 in. Width
33.00
51.56
74.25
78.43
82.73
101.1
116.0
129.3
132.0
167.1
179.7
206.3
234.7
249.6
297.0
348.6
366.7
404.3
443.7
464.1
528.0
596.1
668.3
744.6
825.0
909.6
998.3
1091
1188
rx (in.)
1.732
2.165
2.598
2.670
2.742
3.031
3.248
3.428
3.464
3.897
4.041
4.330
4.619
4.763
5.196
5.629
5.774
6.062
6.351
6.495
6.928
7.361
7.794
8.227
8.660
9.093
9.526
9.959
10.39
Y-Y Axis
Iy (in. )
Sy (in.3)
(ry = 1.588 in.)
83.19
30.25
104.0
37.81
124.8
45.38
128.2
46.64
131.7
47.90
145.6
52.94
156.0
56.72
164.6
59.87
166.4
60.50
187.2
68.06
194.1
70.58
208.0
75.63
221.8
80.67
228.8
83.19
249.6
90.75
270.4
98.31
277.3
100.8
291.2
105.9
305.0
110.9
312.0
113.4
332.8
121.0
353.5
128.6
374.3
136.1
395.1
143.7
415.9
151.3
436.7
158.8
457.5
166.4
478.3
173.9
499.1
181.5
(Portions of Table 1C not shown remain unchanged)
4
2012 NDS Supplement Addendum
August 2013
Page 3
Table 1D
Section Properties of Southern Pine Structural Glued Laminated Timber
Depth
d (in.)
Area
A (in.2)
Ix (in.4)
5-1/2
6-7/8
8-1/4
9-1/4
9-1/2
9-5/8
11
11-1/4
11-7/8
12-3/8
13-3/4
14
15-1/8
16
16-1/2
17-7/8
18
19-1/4
20
20-5/8
22
23-3/8
24
19.25
24.06
28.88
32.38
33.25
33.69
38.50
39.38
41.56
43.31
48.13
49.00
52.94
56.00
57.75
62.56
63.00
67.38
70.00
72.19
77.00
81.81
84.00
48.53
94.78
163.8
230.8
250.1
260.1
388.2
415.3
488.4
552.7
758.2
800.3
1009
1195
1310
1666
1701
2081
2333
2559
3106
3725
4032
X-X Axis
Sx (in.3)
3-1/2 in. Width
17.65
27.57
39.70
49.91
52.65
54.04
70.58
73.83
82.26
89.33
110.3
114.3
133.4
149.3
158.8
186.4
189.0
216.2
233.3
248.1
282.3
318.7
336.0
rx (in.)
1.588
1.985
2.382
2.670
2.742
2.778
3.175
3.248
3.428
3.572
3.969
4.041
4.366
4.619
4.763
5.160
5.196
5.557
5.774
5.954
6.351
6.748
6.928
(Continued on following page)
Y-Y Axis
Iy (in.4)
Sy (in.3)
(ry = 1.010 in.)
19.65
11.23
24.56
14.04
29.48
16.84
33.05
18.89
33.94
19.40
34.39
19.65
39.30
22.46
40.20
22.97
42.43
24.24
44.21
25.27
49.13
28.07
50.02
28.58
54.04
30.88
57.17
32.67
58.95
33.69
63.87
36.49
64.31
36.75
68.78
39.30
71.46
40.83
73.69
42.11
78.60
44.92
83.52
47.72
85.75
49.00
2012 NDS Supplement Addendum
August 2013
Page 4
Table 1D
Section Properties of Southern Pine Structural Glued Laminated Timber
(Cont.)
Depth
d (in.)
Area
A (in.2)
Ix (in. )
6-7/8
8-1/4
9-1/4
9-1/2
9-5/8
11
11-1/4
11-7/8
12-3/8
13-3/4
14
15-1/8
16
16-1/2
17-7/8
18
19-1/4
20
20-5/8
22
23-3/8
24
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
37.81
45.38
50.88
52.25
52.94
60.50
61.88
65.31
68.06
75.63
77.00
83.19
88.00
90.75
98.31
99.00
105.9
110.0
113.4
121.0
128.6
132.0
136.1
143.7
151.3
158.8
166.4
173.9
181.5
189.1
196.6
148.9
257.4
362.7
393.0
408.7
610.0
652.6
767.5
868.6
1191
1258
1586
1877
2059
2618
2673
3269
3667
4021
4880
5854
6336
6949
8172
9532
11030
12690
14500
16470
18620
20940
4
X-X Axis
Sx (in.3)
5-1/2 in. Width
43.33
62.39
78.43
82.73
84.92
110.9
116.0
129.3
140.4
173.3
179.7
209.7
234.7
249.6
292.9
297.0
339.7
366.7
389.9
443.7
500.9
528.0
561.5
625.6
693.2
764.3
838.8
916.8
998.3
1083
1172
rx (in.)
1.985
2.382
2.670
2.742
2.778
3.175
3.248
3.428
3.572
3.969
4.041
4.366
4.619
4.763
5.160
5.196
5.557
5.774
5.954
6.351
6.748
6.928
7.145
7.542
7.939
8.335
8.732
9.129
9.526
9.923
10.32
Y-Y Axis
Iy (in. )
Sy (in.3)
(ry = 1.588 in.)
95.32
34.66
114.4
41.59
128.2
46.64
131.7
47.90
133.4
48.53
152.5
55.46
156.0
56.72
164.6
59.87
171.6
62.39
190.6
69.32
194.1
70.58
209.7
76.26
221.8
80.67
228.8
83.19
247.8
90.12
249.6
90.75
266.9
97.05
277.3
100.8
286.0
104.0
305.0
110.9
324.1
117.8
332.8
121.0
343.1
124.8
362.2
131.7
381.3
138.6
400.3
145.6
419.4
152.5
438.5
159.4
457.5
166.4
476.6
173.3
495.7
180.2
(Portions of Table 1D not shown remain unchanged)
4
November 2013
ADDENDUM
to the 2012 Design Values for Wood Construction
(a supplement to the National Design Specification® (NDS®) for Wood Construction)
Table 4C
Reference Design Values for Mechanically Graded Dimension Lumber (2"-4"
thick)1,2,3 (Tabulated design values are for normal load duration and dry service conditions, unless
specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4C ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Commercial
grade
Size
classification
Bending
Tension
parallel
to grain
Compression
parallel
to grain
Fb
Ft
Fc
E
Emin
750
850
900
975
1,050
1,050
1,200
1,200
1,200
1,250
1,250
1,350
1,350
1,400
1,450
1,450
1,450
1,500
1,500
1,500
1,500
1,600
1,650
1,650
1,650
1,650
1,650
1,650
1,700
1,750
425
475
350
550
450
575
600
600
650
800
725
750
750
800
800
825
875
900
900
900
900
950
1,020
1,020
1,075
1,175
1,020
1,020
1,175
1,125
925
975
1,050
1,450
1,225
1,500
1,400
1,400
1,550
1,475
1,600
1,600
1,600
1,600
1,625
1,600
1,625
1,650
1,650
1,650
1,650
1,675
1,700
1,700
1,700
1,700
1,750
1,750
1,725
1,725
1,400,000
1,400,000
1,000,000
1,600,000
1,200,000
1,600,000
1,200,000
1,300,000
1,600,000
1,400,000
1,600,000
1,300,000
1,400,000
1,200,000
1,300,000
1,300,000
1,500,000
1,400,000
1,500,000
1,600,000
1,700,000
1,400,000
1,300,000
1,500,000
1,600,000
1,600,000
1,700,000
1,800,000
1,600,000
2,000,000
710,000
710,000
510,000
810,000
610,000
810,000
610,000
660,000
810,000
710,000
810,000
660,000
710,000
610,000
660,000
660,000
760,000
710,000
760,000
810,000
860,000
710,000
660,000
760,000
810,000
810,000
860,000
910,000
810,000
1,020,000
Grading Rules Agency
Modulus of Elasticity
MACHINE STRESS RATED
(MSR) LUMBER
750f-1.4E
850f-1.4E
900f-1.0E
975f-1.6E
1050f-1.2E
1050f-1.6E
1200f-1.2E
1200f-1.3E
1200f-1.6E
1250f-1.4E
1250f-1.6E
1350f-1.3E
1350f-1.4E
1400f-1.2E
1450f-1.3E
1450f-1.3E
1450f-1.5E
1500f-1.4E
1500f-1.5E
1500f-1.6E
1500f-1.7E
1600f-1.4E
1650f-1.3E
1650f-1.5E
1650f-1.6E-1075ft
1650f-1.6E
1650f-1.7E
1650f-1.8E
1700f-1.6E
1750f-2.0E
2" and less
in thickness
2" and wider
SPIB
SPIB
WCLIB, WWPA, NELMA, NSLB
SPIB
SPIB
SPIB
NLGA, WCLIB, WWPA, NELMA, NSLB
SPIB
SPIB
WCLIB, WWPA
SPIB
NLGA, WCLIB, WWPA, NELMA, NSLB
SPIB
NLGA, WWPA
NLGA, WCLIB, WWPA, NELMA, NSLB
SPIB
WCLIB, WWPA
NLGA, WCLIB, WWPA, NELMA, NSLB
SPIB
SPIB
SPIB
NLGA, WWPA
NLGA, WWPA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB, WWPA
WCLIB, WWPA
SPIB
WCLIB, WWPA
WCLIB, WWPA
WCLIB, WWPA
(Continued on following page)
222 Catoctin Circle, SE, Suite 201 ▪ Leesburg, VA 20175 ▪ 202 463-2766 ▪ www.awc.org ▪ info@awc.org
2012 NDS Supplement Addendum
November 2013
Page 2
Table 4C
(Cont.)
Reference Design Values for Mechanically Graded Dimension Lumber (2"-4"
thick)1,2,3 (Tabulated design values are for normal load duration and dry service conditions, unless
specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4C ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Commercial
grade
Size
classification
Bending
Tension
parallel
to grain
Compression
parallel
to grain
Fb
Ft
Fc
E
Emin
1,800
1,800
1,800
1,800
1,850
1,950
1,950
2,000
2,100
2,250
2,250
2,250
2,250
2,250
2,400
2,400
2,500
2,500
2,550
2,550
2,700
2,700
2,850
2,850
3,000
1,300
1,175
1,200
1,175
1,175
1,375
1,375
1,300
1,575
1,750
1,750
1,750
1,600
1,750
1,925
1,925
1,750
1,925
1,400
2,050
1,800
2,150
1,600
2,300
2,400
1,750
1,750
1,750
1,750
1,850
1,800
1,800
1,825
1,875
1,925
1,925
1,925
1,925
1,925
1,975
1,975
2,000
2,000
2,000
2,025
2,100
2,100
2,100
2,150
2,200
1,500,000
1,600,000
1,800,000
2,000,000
1,700,000
1,500,000
1,700,000
1,600,000
1,800,000
1,700,000
1,800,000
1,900,000
2,000,000
2,000,000
1,800,000
2,000,000
2,200,000
2,200,000
1,800,000
2,100,000
2,000,000
2,200,000
1,800,000
2,300,000
2,400,000
760,000
810,000
910,000
1,020,000
860,000
760,000
860,000
810,000
910,000
860,000
910,000
970,000
1,020,000
1,020,000
910,000
1,020,000
1,120,000
1,120,000
910,000
1,070,000
1,020,000
1,120,000
910,000
1,170,000
1,220,000
Grading Rules Agency
Modulus of Elasticity
MACHINE STRESS RATED
(MSR) LUMBER (Cont.)
1800f-1.5E
1800f-1.6E
1800f-1.8E
1800f-2.0E
1850f-1.7E
1950f-1.5E
1950f-1.7E
2000f-1.6E
2100f-1.8E
2250f-1.7E
2250f-1.8E
2" and less
in thickness
2250f-1.9E
2250f-2.0E-1600ft
2250f-2.0E
2400f-1.8E
2400f-2.0E
2500f-2.2E
2500f-2.2E-1925ft
2550f-1.8E
2550f-2.1E
2700f-2.0E
2700f-2.2E
2850f-1.8E
2850f-2.3E
3000f-2.4E
2" and wider
(Continued on following page)
NLGA, WWPA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB, WWPA
WCLIB
SPIB
SPIB, WWPA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
NLGA, WWPA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
NLGA, WWPA
NLGA, WCLIB, WWPA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB, WWPA
WCLIB, WWPA
NLGA, WWPA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB, WWPA
WCLIB, WWPA
SPIB
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
WCLIB, WWPA
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
SPIB
NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB
NLGA, SPIB
2012 NDS Supplement Addendum
November 2013
Page 3
Table 4C
(Cont.)
Reference Design Values for Mechanically Graded Dimension Lumber (2"-4"
thick)1,2,3 (Tabulated design values are for normal load duration and dry service conditions, unless
specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
USE WITH TABLE 4C ADJUSTMENT FACTORS
Design values in pounds per square inch (psi)
Commercial
grade
Size
classification
Bending
Tension
parallel
to grain
Compression
parallel
to grain
Fb
Ft
Fc
E
Emin
900
1,100
1,200
1,300
1,400
1,400
1,550
1,600
1,600
1,800
1,800
1,800
1,950
2,000
2,000
2,000
2,300
2,350
2,400
2,700
2,750
2,800
3,000
2,200
1,550
2,050
2,850
750
850
975
1,050
1,200
1,250
1,500
1,650
1,850
500
600
650
700
800
800
850
850
950
1,000
1,100
1,300
1,300
1,200
1,300
1,600
1,400
1,500
1,900
1,800
2,000
1,800
2,000
1,600
850
1,050
1,600
425
475
550
575
650
725
900
1,020
1,175
1,050
1,300
1,400
1,500
1,600
1,600
1,675
1,675
1,675
1,750
1,750
1,750
2,050
1,825
1,825
2,100
1,950
1,950
1,975
2,100
2,100
2,150
2,400
1,900
1,650
1,850
2,150
925
975
1,450
1,500
1,550
1,600
1,650
1,750
1,850
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
1,700,000
1,900,000
1,400,000
1,400,000
1,600,000
1,600,000
1,600,000
1,600,000
1,600,000
1,700,000
1,700,000
510,000
470,000
510,000
610,000
650,000
560,000
700,000
750,000
650,000
790,000
700,000
700,000
790,000
840,000
750,000
890,000
890,000
790,000
840,000
890,000
1,030,000
930,000
980,000
790,000
790,000
790,000
890,000
650,000
650,000
750,000
750,000
750,000
750,000
750,000
790,000
790,000
Grading Rules Agency
Modulus of Elasticity
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
[4]
M-17
M-18
M-19
[4]
M-20
M-21
M-22
M-23
M-24
M-25
M-26
[4]
M-27
M-28
M-29
M-30
M-31
M-32
M-33
M-34
M-35
M-36
M-37
M-38
M-39
M-40
2" and less
in thickness
2" and wider
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
SPIB
SPIB
SPIB
SPIB
SPIB
SPIB
SPIB
SPIB
SPIB
SPIB
SPIB
Table 4C 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" to 4" 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.
2012 NDS Supplement Addendum
November 2013
Page 4
2.
SPECIFIC GRAVITY, G, SHEAR PARALLEL TO GRAIN, FV, AND COMPRESSION PERPENDICULAR TO GRAIN, Fc. Values for specific
gravity, G, shear parallel to grain, Fv, and compression perpendicular to grain, Fc, are provided below for MSR and MEL lumber. For species or
species groups not shown below, the G, Fv and Fc values for visually graded lumber may be used. Higher G values may be claimed when (a)
specifically assigned by the rules writing agency or (b) when qualified by test, quality controlled for G and provided for on the grade stamp. When
a different G value is provided on the grade stamp, higher Fv and Fc design values may be calculated in accordance with the grading rule
requirements.
Species
Modulus of
Elasticity
6
E (x10 ) psi
Design values in pounds per square inch
(psi)
Specific
Gravity
Shear parallel to
grain
Compression
perpendicular to grain
G
Fv
Fc
Grading Rules Agency
1.0 and higher
0.50
180
625
WCLIB, WWPA
2.0
0.51
180
670
2.1
0.52
180
690
WCLIB, WWPA
Douglas Fir-Larch
2.2
0.53
180
715
2.3
0.54
185
735
2.4
0.55
185
760
1.0 and higher
0.50
170
625
WCLIB
2.0
0.51
170
670
2.1
0.52
170
690
Douglas Fir-Larch
2.2
0.53
170
715
WCLIB
2.3
0.54
170
735
2.4
0.55
170
760
1.2 to 1.9
0.49
180
625
NLGA
Douglas Fir-Larch (N)
2.0 to 2.2
0.53
180
715
2.3 & higher
0.57
180 190
715
NLGA
Douglas Fir-South
1.0 and higher
0.46
180
520
WWPA
Englemann Spruce1.0 and higher
0.38
135
335
WWPA
Lodgepole Pine
1.5 and higher
0.46
160
555
WWPA
1.0 and higher
0.43
140
405
WCLIB
1.0 and higher
0.43
150
405
WCLIB, WWPA
1.6
0.44
155
510
1.7
0.45
160
535
1.8
0.46
160
555
Hem-Fir
1.9
0.47
165
580
WCLIB, WWPA
2.0
0.48
170
600
2.1
0.49
170
625
2.2
0.50
175
645
2.3
0.51
190 175
670
2.4
0.52
190 180
690
Hem-Fir (N)
1.0 and higher
0.46
145
405
NLGA
1.0 and higher
0.55
175
565
SPIB
Southern Pine
1.8*
0.57*
190*
805*
SPIB
1.8 1.9 and higher
0.57
190
805
SPIB
1.2 and higher
0.42
135
425
NLGA
Spruce-Pine-Fir
1.8 to 1.9
0.46
160
525
NLGA
2.0 and higher
0.50
170
615
NLGA
1.0 and higher
0.36
135
335
NELMA, NSLB, WCLIB, WWPA
1.2 to 1.9
0.42
150
465
NELMA, NSLB
Spruce-Pine-Fir (S)
1.2 to 1.7
0.42
150
465
WWPA
1.8 to 1.9
0.46
160
555
2.0 and higher
0.50
175
645
NELMA, NSLB, WWPA
Western Cedars
1.0 and higher
0.36
155
425
WCLIB, WWPA
Western Woods
1.0 and higher
0.36
135
335
WCLIB, WWPA
* 1.8E southern pine marked with a specific gravity of 0.55 on the grade stamp has a shear parallel to grain, Fv, of 175 psi and
compression perpendicular to grain, Fc, of 565 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. Where the “E” or “Ft” values shown on a grade stamp differ from Table 4C
values associated with the “Fb” on the grade stamp, the values on the stamp shall be used in design, and the “Fc” value associated with the “Fb”
value in Table 4C shall be used.
4.
COMPRESSION PARALLEL TO GRAIN, Fc. This grade requires “Fc” qualification and quality control.