2005 EDITION
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NDS ®
national
design
specification
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DESIGN VALUES FOR WOOD CONSTRUCTION
American Forest & Paper Association American Wood Council
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 Councilwebsite at www.awc.org. Technical inquiries may be addressed to
[email protected].
American Wood Council Engineered and Traditional Wood Products
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 of wood products.
The American Wood Council (AWC) is the wood products division of the American Forest & Paper Association (AF&PA). AF&PA is the national trade association of the forest, paper, and wood products industry, representing member companies engaged in growing, harvesting, and processing wood and wood fiber, manufacturing pulp, paper, and paperboard products from both virgin and recycled fiber, and producing engineered and traditional wood products. For more information see www.afandpa.org.
NDS 2005 Supplement Cover revised June 2007.pmd 2
6/21/2007, 2:57 PM
2005 Edition
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NDS N AT I O N A L
DESIGN
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DESIGN VALUES FOR WOOD CONSTRUCTION
Copyright © 2005, 2006 American Forest & Paper Association, Inc.
®
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Introduction This Supplement is an integral part of the National Design Specification® (NDS®) for Wood Construction, 2005 Edition. It provides reference design values for structural sawn lumber and structural glued laminated timber.
For additional information on development and applicability of lumber reference design values, the grading rules published by the individual agencies and the referenced ASTM Standards should be consulted.
Lumber
Structural Glued Laminated Timber
The 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. The grading rules promulgated by these agencies, including the reference design values therein, have been approved by the Board of Review of the American Lumber Standards Committee and certified for conformance with U.S. Department of Commerce Voluntary Product Standard PS 20-99 (American Softwood Lumber Standard). Reference design values for most species and grades of visually graded dimension lumber are based on the provisions of ASTM Standard D 1990-00ε1 (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 the provisions of ASTM Standard D 245-00ε1 (Establishing Structural Grades and Related Allowable Properties for Visually Graded Lumber). The methods in ASTM Standard D 245-00ε1 involve adjusting the strength properties of small clear specimens of wood, as given in ASTM Standard D 2555-98 (Establishing Clear Wood Strength Values), for the 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.
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 the 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 specifications and manufactured in accordance with American National Standard ANSI/AITC A190.1-2002 (Structural Glued Laminated Timber) has demonstrated the validity of the methods used to establish structural glued laminated timber reference design values.
Conditions of Use Reference design values presented in this 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, the 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 FOREST & PAPER ASSOCIATION
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
TABLE OF CONTENTS Chapter/Title
1
Page
Sawn Lumber Grading Agencies .................................................................................................... s1
Chapter/Title
3
Species Combinations ..................................... s3
Section Properties ................................................ s11 3.1 Section Properties of Sawn Lumber and Structural Glued Laminated Timber
1.1 List of Sawn Lumber Grading Agencies
2
Page
4
Reference Design Values ................... s29
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 ...................................................... s13
4E Reference Design Values for Visually Graded Decking ............................................................... s51
1B Section Properties of Standard Dressed (S4S) Sawn Lumber ............................................ s14
4F Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick) ......................................... s55
1C Section Properties of Western Species Structural Glued Laminated Timber ..................................... s16 1D Section Properties of Southern Pine Structural Glued Laminated Timber ..................................... s22 4A Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick) (All species except Southern Pine) .......................................... s30 4B Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick) ....................................................... s37 4C Reference Design Values for Mechanically Graded Dimension Lumber ................................. s40
5A Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in bending) ............ s59 5B Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in axial tension or compression) .......... s64 5C Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in bending) ........................................... s67 5D Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in axial tension or compression) .......... s69
4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger) ................................ s44
AMERICAN FOREST & PAPER ASSOCIATION
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
1
1
SAWN LUMBER GRADING AGENCIES
1.1
List of Sawn Lumber Grading Agencies s2
AMERICAN FOREST & PAPER ASSOCIATION
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 2004) 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 for which grading is authorized
Rules Writing Agencies
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 405 Enfrente Drive, Suite 200, Novato, California 94949 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) ....................................................... NLGA, RIS, SPIB, WCLIB, WWPA 522 SW Fifth Avenue, Suite 500, Portland, Oregon 97204 National Lumber Grades Authority (NLGA) 960 Quayside Dr., New Westminster, BC, Canada V3M 6G2
Non-Rules Writing Agencies Pacific Lumber Inspection Bureau, Inc. ............................................................................. RIS, WCLIB, WWPA, NLGA Renewable Resource Associates, Inc. .................................................. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA Stafford Inspection and Consulting, LLC ...................................................................................................................SPIB Timber Products Inspection ......................................................... NELMA, NLGA, NSLB, RIS, SPIB, WCLIB, WWPA Alberta Forest Products Association ........................................................................................................................ NLGA Canadian Lumbermen’s Association ....................................................................................................... NELMA, 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 Lumber Manufacturers Association ........................................................................................... NELMA, NLGA Pacific Lumber Inspection Bureau ..................................................................................... NLGA, RIS, WCLIB, WWPA Quebec Forest Industry Council .............................................................................................................. NELMA, NLGA
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
2
SPECIES COMBINATIONS
2.1 2.2 2.3
List of Sawn Lumber Species Combinations
s4
List of Non-North American Sawn Lumber Species Combinations
s8
List of Structural Glued Laminated Timber Species Combinations
s9
AMERICAN FOREST & PAPER ASSOCIATION
3
4
SPECIES COMBINATIONS
2.1 List of Sawn Lumber Species Combinations Species or Species Combination Alaska Cedar Alaska Hemlock Alaska Spruce Alaska Yellow Cedar Aspen
Species That May Be Included in Combination
Alaska Sitka Spruce Alaska White Spruce Big Tooth Aspen Quaking Aspen
Baldcypress Balsam Fir Beech-Birch-Hickory
Coast Sitka Spruce Coast Species
Cottonwood Douglas Fir-Larch Douglas Fir-Larch (North)
American Beech Bitternut Hickory Mockernut Hickory Nutmeg Hickory Pecan Hickory Pignut Hickory Shagbark Hickory Shellbark Hickory Sweet Birch Water Hickory Yellow Birch Amabilis Fir Coast Sitka Spruce Douglas Fir Western Hemlock Western Larch Douglas Western Douglas Western
Fir Larch Fir Larch
Douglas Fir-South Eastern Hemlock Eastern Hemlock-Balsam Fir
Eastern Hemlock-Tamarack Eastern Hemlock-Tamarack (North)
Balsam Fir Eastern Hemlock Tamarack Eastern Hemlock Tamarack Eastern Hemlock Tamarack
AMERICAN WOOD COUNCIL
Grading Rules Agencies
Design Values Provided in Tables
WCLIB WWPA WWPA
4A 4A 4A
WCLIB, WWPA NELMA NSLB WWPA SPIB NELMA NSLB NELMA
4A 4A
4A, 4D
NLGA NLGA
4D, 4E 4E
NSLB WCLIB WWPA NLGA
4A 4A, 4C, 4D, 4E
WWPA NELMA NSLB NELMA
4A, 4C, 4D, 4E 4D
NELMA NSLB NLGA
4A, 4D, 4E
4A, 4D 4D, 4E
4A, 4C, 4D, 4E
4A
4D, 4E
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
5
2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination Eastern Softwoods
Grading Rules Agencies
Balsam Fir Black Spruce Eastern Hemlock Eastern White Pine Jack Pine Norway (Red) Pine Pitch Pine Red Spruce Tamarack White Spruce Black Spruce Red Spruce White Spruce
Eastern White Pine Eastern White Pine (North) Hem-Fir
Hem-Fir (North) Mixed Maple
Mixed Oak Mixed Southern Pine
Mountain Hemlock Northern Pine
Northern Red Oak
Northern Species
California Red Fir Grand Fir Noble Fir Pacific Silver Fir Western Hemlock White Fir Amabilis Fir Western Hemlock Black Maple Red Maple Silver Maple Sugar Maple All Oak Species graded under NELMA rules Any species in the Southern Pine species combination, plus either or both of the following: Pond Pine Virginia Pine Jack Pine Norway (Red) Pine Pitch Pine Black Oak Northern Red Oak Pin Oak Scarlet Oak Any species graded under NLGA rules except Red Alder, White Birch, and Norway Spruce
Northern White Cedar Ponderosa Pine
AMERICAN FOREST & PAPER ASSOCIATION
Design Values Provided in Tables
NELMA NSLB
4A
NELMA NSLB
4D, 4E
NELMA NSLB NLGA WCLIB WWPA
4A, 4D, 4E 4E 4A, 4C, 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
2 SPECIES COMBINATIONS
Eastern Spruce
Species That May Be Included in Combination
6
6
SPECIES COMBINATIONS
2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination Red Maple Red Oak
Red Pine Redwood Sitka Spruce Southern Pine
Spruce-Pine-Fir
Spruce-Pine-Fir (South)
Western Cedars
Western Cedars (North)
Species That May Be Included in Combination Black Oak Cherrybark Oak Laurel Oak Northern Red Oak Pin Oak Scarlet Oak Southern Red Oak Water Oak Willow Oak
Loblolly Pine Longleaf Pine Shortleaf Pine Slash Pine Alpine Fir Balsam Fir Black Spruce Engelmann Spruce Jack Pine Lodgepole Pine Red Spruce White Spruce Balsam Fir Black Spruce Engelmann Spruce Jack Pine Lodgepole Pine Norway (Red) Pine Red Spruce Sitka Spruce White Spruce Alaska Cedar Incense Cedar Port Orford Cedar Western Red Cedar Pacific Coast Yellow Cedar Western Red Cedar
Western Hemlock Western Hemlock (North) Western White Pine
AMERICAN WOOD COUNCIL
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
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
7
2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination Western Woods
Grading Rules Agencies
Any species in the Douglas Fir-Larch, Douglas Fir-South, Hem-Fir, and Spruce-Pine-Fir (South) species combinations, plus any or all of the following: Alpine Fir Idaho White Pine Mountain Hemlock Ponderosa Pine Sugar Pine Bur Oak Chestnut Oak Live Oak Overcup Oak Post Oak Swamp Chestnut Oak Swamp White Oak White Oak
Yellow Poplar
WCLIB WWPA
4A, 4C, 4D, 4E
NELMA
4A, 4D
2
6
NSLB
AMERICAN FOREST & PAPER ASSOCIATION
Design Values Provided in Tables
SPECIES COMBINATIONS
White Oak
Species That May Be Included in Combination
4A
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
Austrian Spruce - Austria & The Czech Republic Douglas Fir/European Larch - Austria, The Douglas Fir Czech Republic, & Bavaria European Larch Montane Pine - South Africa Norway Spruce - Estonia & Lithuania Norway Spruce - Finland Norway Spruce - Germany, NE France, & Switzerland Norway Spruce - Romania & the Ukraine Norway Spruce - Sweden Scots Pine - Austria, The Czech Republic, Romania, & the Ukraine Scots Pine - Estonia & Lithuania Scots Pine - Finland Scots Pine - Germany* Scots Pine - Sweden Silver Fir (Abies alba) - Germany, NE France, & Switzerland Southern Pine - Misiones Argentina Southern Pine - Misiones Argentina, Free of Heart Center and Medium Grade Density * Does not include states of Baden-Wurttemburg and Saarland.
AMERICAN WOOD COUNCIL
Grading Rules Agency WCLIB WCLIB
DesignValues Provided in Tables 4F 4F
WCLIB WCLIB WCLIB WCLIB
4F 4F 4F 4F
WCLIB WCLIB WCLIB
4F 4F 4F
WCLIB WCLIB WCLIB WCLIB WCLIB
4F 4F 4F 4F 4F
SPIB SPIB
4F 4F
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
9
2.3 List of Structural Glued Laminated Timber Species Combinations Symbol
Species That May Be Included in Group
Design Values Provided in Tables
Alaska Cedar Douglas Fir-Larch Hem-Fir
AC DF HF
5A, 5B 5A, 5B 5A, 5B
Softwood Species
SW
Alaska Cedar Douglas Fir, Western Larch 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
Southern Pine
SP
AMERICAN FOREST & PAPER ASSOCIATION
5A, 5B
2 SPECIES COMBINATIONS
Species or Species Group
6
5A, 5B
10
SPECIES COMBINATIONS
2.3 List of Structural Glued Laminated Timber Species Combinations (Cont.) Species or Species Group
Symbol
Group A Hardwoods
A
Group B Hardwoods
B
Group C Hardwoods
C
Group D Hardwoods
D
Species That May Be Included in Group 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 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 Ash, Black Elm, American Tupulo, Water Yellow Poplar Aspen, Bigtooth Aspen, Quaking Cottonwood, Eastern Mixed Maple: Black Red Silver Sugar AMERICAN WOOD COUNCIL
Design Values Provided in Tables 5C, 5D
5C, 5D
5C, 5D
5C, 5D
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
SECTION PROPERTIES
3.1
Section Properties of Sawn Lumber and Structural Glued Laminated Timber
3
s12
Table 1A
Nominal and Minimum Dressed Sizes of Sawn Lumber .................................................................. s13
Table 1B
Section Properties of Standard Dressed (S4S) Sawn Lumber ....................................................... s14
Table 1C
Section Properties of Western Species Structural Glued Laminated Timber ................. s16
Table 1D
Section Properties of Southern Pine Structural Glued Laminated Timber ................. s22
AMERICAN FOREST & PAPER ASSOCIATION
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 20-99 (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) b = breadth of rectangular bending member, in.
3.1.2 Properties of Standard Dressed Sizes
d = depth of rectangular bending member, in. A = bd = area of cross section, in.2
Certain mathematical expressions of the properties or elements of sections are used in design calculations for various member shapes and loading conditions. The section properties for selected standard sizes of boards, dimension lumber, and timbers are given in Table 1B. Section properties for selected standard sizes of structural glued laminated timber are given in Table 1C and 1D.
c = distance from neutral axis to extreme fiber of 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 rx =
3.1.3 Definitions
I x / A = d / 12 = radius of gyration about the X-X axis, in.
NEUTRAL AXIS, in the cross section of a beam, is the line on which there is neither tension nor compression stress.
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
Figure 1A Dimensions for Rectangular Cross Section
axis, in.3 Sy = Iy/c = db2/6 = section modulus about the Y-Y axis, in.3
The following formula shall be used to determine the density in lb./ft.3 of wood: density =
⎡ ⎤ ⎡ m.c. ⎤ G 62.4 ⎢ ⎥ ⎢1 + 100 ⎥⎦ ⎣1 + G(0.009)( m.c.) ⎦ ⎣
where: G = specific gravity of wood (see NDS Table 11.3.2A)
Structural Glued Laminated Timber
Sawn Lumber
m.c. = moisture content of wood, %
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1A
13
Nominal and Minimum Dressed Sizes of Sawn Lumber Thickness (in.)
Face Widths (in.)
Minimum dressed Item Boards
Nominal
Dry 5/8 3/4
Green
1 1-1/4
11/16 25/32 1-1/32 1-9/32
Dimension Lumber
2 2-1/2 3 3-1/2 4 4-1/2
1-1/2 2 2-1/2 3 3-1/2 4
1-9/16 2-1/16 2-9/16 3-1/16 3-9/16 4-1/16
Timbers
5& thicker
—
1/2 off
AMERICAN FOREST & PAPER ASSOCIATION
Nominal
Dry
Green
2 3 4 5 6 7 8 9 10 11 12 14 16
1-1/2 2-1/2 3-1/2 4-1/2 5-1/2 6-1/2 7-1/4 8-1/4 9-1/4 10-1/4 11-1/4 13-1/4 15-1/4
1-9/16 2-9/16 3-9/16 4-5/8 5-5/8 6-5/8 7-1/2 8-1/2 9-1/2 10-1/2 11-1/2 13-1/2 15-1/2
2 3 4 5 6 8 10 12 14 16
1-1/2 2-1/2 3-1/2 4-1/2 5-1/2 7-1/4 9-1/4 11-1/4 13-1/4 15-1/4
1-9/16 2-9/16 3-9/16 4-5/8 5-5/8 7-1/2 9-1/2 11-1/2 13-1/2 15-1/2
5& wider
—
1/2 off
3 SECTION PROPERTIES
3/4 1 1-1/4 1-1/2
Minimum dressed
14
SECTION PROPERTIES
Table 1B
Section Properties of Standard Dressed (S4S) Sawn Lumber Y-Y Axis
X-X Axis Nominal Size b×d
Standard Dressed Size (S4S) b×d inches × inches
Area of Section A in.2
Section Modulus Sxx in.3
Moment of Inertia Ixx in.4
Section Modulus Syy in.3
Moment of Inertia Iyy in.4
Approximate weight in pounds per linear foot (lb./ft.) of piece when density of wood equals: 25 lb./ft.3
30 lb./ft.3
35 lb./ft.3
40 lb./ft.3
45 lb./ft.3
50 lb./ft.3
1 1 1 1 1 1
× × × × × ×
3 4 6 8 10 12
3/4 × 2-1/2 3/4 × 3-1/2 3/4 × 5-1/2 3/4 × 7-1/4 3/4 × 9-1/4 3/4 × 11-1/4
1.875 2.625 4.125 5.438 6.938 8.438
0.781 1.531 3.781 6.570 10.70 15.82
0.977 2.680 10.40 23.82 49.47 88.99
0.234 0.328 0.516 0.680 0.867 1.055
0.088 0.123 0.193 0.255 0.325 0.396
0.326 0.456 0.716 0.944 1.204 1.465
0.391 0.547 0.859 1.133 1.445 1.758
0.456 0.638 1.003 1.322 1.686 2.051
0.521 0.729 1.146 1.510 1.927 2.344
0.586 0.820 1.289 1.699 2.168 2.637
0.651 0.911 1.432 1.888 2.409 2.930
2 2 2 2 2 2 2 2
× × × × × × × ×
3 4 5 6 8 10 12 14
1-1/2 × 2-1/2 1-1/2 × 3-1/2 1-1/2 × 4-1/2 1-1/2 × 5-1/2 1-1/2 × 7-1/4 1-1/2 × 9-1/4 1-1/2 × 11-1/4 1-1/2 × 13-1/4
3.750 5.250 6.750 8.250 10.88 13.88 16.88 19.88
1.563 3.063 5.063 7.563 13.14 21.39 31.64 43.89
1.953 5.359 11.39 20.80 47.63 98.93 178.0 290.8
0.938 1.313 1.688 2.063 2.719 3.469 4.219 4.969
0.703 0.984 1.266 1.547 2.039 2.602 3.164 3.727
0.651 0.911 1.172 1.432 1.888 2.409 2.930 3.451
0.781 1.094 1.406 1.719 2.266 2.891 3.516 4.141
0.911 1.276 1.641 2.005 2.643 3.372 4.102 4.831
1.042 1.458 1.875 2.292 3.021 3.854 4.688 5.521
1.172 1.641 2.109 2.578 3.398 4.336 5.273 6.211
1.302 1.823 2.344 2.865 3.776 4.818 5.859 6.901
3 3 3 3 3 3 3 3
× × × × × × × ×
4 5 6 8 10 12 14 16
2-1/2 × 3-1/2 2-1/2 × 4-1/2 2-1/2 × 5-1/2 2-1/2 × 7-1/4 2-1/2 × 9-1/4 2-1/2 × 11-1/4 2-1/2 × 13-1/4 2-1/2 × 15-1/4
8.750 11.25 13.75 18.13 23.13 28.13 33.13 38.13
5.104 8.438 12.60 21.90 35.65 52.73 73.15 96.90
8.932 18.98 34.66 79.39 164.9 296.6 484.6 738.9
3.646 4.688 5.729 7.552 9.635 11.72 13.80 15.89
4.557 5.859 7.161 9.440 12.04 14.65 17.25 19.86
1.519 1.953 2.387 3.147 4.015 4.883 5.751 6.619
1.823 2.344 2.865 3.776 4.818 5.859 6.901 7.943
2.127 2.734 3.342 4.405 5.621 6.836 8.051 9.266
2.431 3.125 3.819 5.035 6.424 7.813 9.201 10.59
2.734 3.516 4.297 5.664 7.227 8.789 10.35 11.91
3.038 3.906 4.774 6.293 8.030 9.766 11.50 13.24
4 4 4 4 4 4 4 4
× × × × × × × ×
4 5 6 8 10 12 14 16
3-1/2 × 3-1/2 3-1/2 × 4-1/2 3-1/2 × 5-1/2 3-1/2 × 7-1/4 3-1/2 × 9-1/4 3-1/2 × 11-1/4 3-1/2 × 13-1/4 3-1/2 × 15-1/4
12.25 15.75 19.25 25.38 32.38 39.38 46.38 53.38
7.146 11.81 17.65 30.66 49.91 73.83 102.4 135.7
12.51 26.58 48.53 111.1 230.8 415.3 678.5 1034
7.146 9.188 11.23 14.80 18.89 22.97 27.05 31.14
12.51 16.08 19.65 25.90 33.05 40.20 47.34 54.49
2.127 2.734 3.342 4.405 5.621 6.836 8.051 9.266
2.552 3.281 4.010 5.286 6.745 8.203 9.661 11.12
2.977 3.828 4.679 6.168 7.869 9.570 11.27 12.97
3.403 4.375 5.347 7.049 8.993 10.94 12.88 14.83
3.828 4.922 6.016 7.930 10.12 12.30 14.49 16.68
4.253 5.469 6.684 8.811 11.24 13.67 16.10 18.53
5× 5
4-1/2 × 4-1/2
20.25
15.19
34.17
15.19
34.17
3.516
4.219
4.922
5.625
6.328
7.031
6 6 6 6 6 6 6 6 6 6
× × × × × × × × × ×
6 8 10 12 14 16 18 20 22 24
5-1/2 × 5-1/2 5-1/2 × 7-1/2 5-1/2 × 9-1/2 5-1/2 × 11-1/2 5-1/2 × 13-1/2 5-1/2 × 15-1/2 5-1/2 × 17-1/2 5-1/2 × 19-1/2 5-1/2 × 21-1/2 5-1/2 × 23-1/2
30.25 41.25 52.25 63.25 74.25 85.25 96.25 107.3 118.3 129.3
27.73 51.56 82.73 121.2 167.1 220.2 280.7 348.6 423.7 506.2
76.26 193.4 393.0 697.1 1128 1707 2456 3398 4555 5948
27.73 37.81 47.90 57.98 68.06 78.15 88.23 98.31 108.4 118.5
76.26 104.0 131.7 159.4 187.2 214.9 242.6 270.4 298.1 325.8
5.252 7.161 9.071 10.98 12.89 14.80 16.71 18.62 20.53 22.44
6.302 8.594 10.89 13.18 15.47 17.76 20.05 22.34 24.64 26.93
7.352 10.03 12.70 15.37 18.05 20.72 23.39 26.07 28.74 31.41
8.403 11.46 14.51 17.57 20.63 23.68 26.74 29.79 32.85 35.90
9.453 12.89 16.33 19.77 23.20 26.64 30.08 33.52 36.95 40.39
10.50 14.32 18.14 21.96 25.78 29.60 33.42 37.24 41.06 44.88
8 8 8 8 8 8 8 8 8
× × × × × × × × ×
8 10 12 14 16 18 20 22 24
7-1/2 × 7-1/2 7-1/2 × 9-1/2 7-1/2 × 11-1/2 7-1/2 × 13-1/2 7-1/2 × 15-1/2 7-1/2 × 17-1/2 7-1/2 × 19-1/2 7-1/2 × 21-1/2 7-1/2 × 23-1/2
56.25 71.25 86.25 101.3 116.3 131.3 146.3 161.3 176.3
70.31 112.8 165.3 227.8 300.3 382.8 475.3 577.8 690.3
263.7 535.9 950.5 1538 2327 3350 4634 6211 8111
70.31 89.06 107.8 126.6 145.3 164.1 182.8 201.6 220.3
263.7 334.0 404.3 474.6 544.9 615.2 685.5 755.9 826.2
9.766 12.37 14.97 17.58 20.18 22.79 25.39 27.99 30.60
11.72 14.84 17.97 21.09 24.22 27.34 30.47 33.59 36.72
13.67 17.32 20.96 24.61 28.26 31.90 35.55 39.19 42.84
15.63 19.79 23.96 28.13 32.29 36.46 40.63 44.79 48.96
17.58 22.27 26.95 31.64 36.33 41.02 45.70 50.39 55.08
19.53 24.74 29.95 35.16 40.36 45.57 50.78 55.99 61.20
10 10 10 10 10 10 10 10
× × × × × × × ×
10 12 14 16 18 20 22 24
9-1/2 × 9-1/2 9-1/2 × 11-1/2 9-1/2 × 13-1/2 9-1/2 × 15-1/2 9-1/2 × 17-1/2 9-1/2 × 19-1/2 9-1/2 × 21-1/2 9-1/2 × 23-1/2
90.25 109.3 128.3 147.3 166.3 185.3 204.3 223.3
142.9 209.4 288.6 380.4 484.9 602.1 731.9 874.4
678.8 1204 1948 2948 4243 5870 7868 10270
142.9 173.0 203.1 233.1 263.2 293.3 323.4 353.5
678.8 821.7 964.5 1107 1250 1393 1536 1679
15.67 18.97 22.27 25.56 28.86 32.16 35.46 38.76
18.80 22.76 26.72 30.68 34.64 38.59 42.55 46.51
21.94 26.55 31.17 35.79 40.41 45.03 49.64 54.26
25.07 30.35 35.63 40.90 46.18 51.46 56.74 62.01
28.20 34.14 40.08 46.02 51.95 57.89 63.83 69.77
31.34 37.93 44.53 51.13 57.73 64.32 70.92 77.52
AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1B
Section Properties of Standard Dressed (S4S) Sawn Lumber (Cont.) Y-Y Axis
X-X Axis Nominal Size b×d
15
Standard Dressed Size (S4S) b×d inches × inches
Area of Section A in.2
Section Modulus Sx in.3
Moment of Inertia Ix in.4
Section Modulus Sy in.3
Moment of Inertia Iy in.4
Approximate weight in pounds per linear foot (lb./ft.) of piece when density of wood equals: 25 lb./ft.3
30 lb./ft.3
35 lb./ft.3
40 lb./ft.3
45 lb./ft.3
50 lb./ft.3
× × × × × × ×
12 14 16 18 20 22 24
11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2
× × × × × × ×
11-1/2 13-1/2 15-1/2 17-1/2 19-1/2 21-1/2 23-1/2
132.3 155.3 178.3 201.3 224.3 247.3 270.3
253.5 349.3 460.5 587.0 728.8 886.0 1058
1458 2358 3569 5136 7106 9524 12440
253.5 297.6 341.6 385.7 429.8 473.9 518.0
1458 1711 1964 2218 2471 2725 2978
22.96 26.95 30.95 34.94 38.93 42.93 46.92
27.55 32.34 37.14 41.93 46.72 51.51 56.30
32.14 37.73 43.32 48.91 54.51 60.10 65.69
36.74 43.13 49.51 55.90 62.29 68.68 75.07
41.33 48.52 55.70 62.89 70.08 77.27 84.45
45.92 53.91 61.89 69.88 77.86 85.85 93.84
14 14 14 14 14 14
× × × × × ×
14 16 18 20 22 24
13-1/2 13-1/2 13-1/2 13-1/2 13-1/2 13-1/2
× × × × × ×
13-1/2 15-1/2 17-1/2 19-1/2 21-1/2 23-1/2
182.3 209.3 236.3 263.3 290.3 317.3
410.1 540.6 689.1 855.6 1040 1243
2768 4189 6029 8342 11180 14600
410.1 470.8 531.6 592.3 653.1 713.8
2768 3178 3588 3998 4408 4818
31.64 36.33 41.02 45.70 50.39 55.08
37.97 43.59 49.22 54.84 60.47 66.09
44.30 50.86 57.42 63.98 70.55 77.11
50.63 58.13 65.63 73.13 80.63 88.13
56.95 65.39 73.83 82.27 90.70 99.14
63.28 72.66 82.03 91.41 100.8 110.2
16 16 16 16 16
× × × × ×
16 18 20 22 24
15-1/2 15-1/2 15-1/2 15-1/2 15-1/2
× × × × ×
15-1/2 17-1/2 19-1/2 21-1/2 23-1/2
240.3 271.3 302.3 333.3 364.3
620.6 791.1 982.3 1194 1427
4810 6923 9578 12840 16760
620.6 700.7 780.8 860.9 941.0
4810 5431 6051 6672 7293
41.71 47.09 52.47 57.86 63.24
50.05 56.51 62.97 69.43 75.89
58.39 65.93 73.46 81.00 88.53
66.74 75.35 83.96 92.57 101.2
75.08 84.77 94.45 104.1 113.8
83.42 94.18 104.9 115.7 126.5
18 18 18 18
× × × ×
18 20 22 24
17-1/2 17-1/2 17-1/2 17-1/2
× × × ×
17-1/2 19-1/2 21-1/2 23-1/2
306.3 341.3 376.3 411.3
893.2 1109 1348 1611
7816 10810 14490 18930
893.2 995.3 1097 1199
7816 8709 9602 10500
53.17 59.24 65.32 71.40
63.80 71.09 78.39 85.68
74.44 82.94 91.45 99.96
85.07 94.79 104.5 114.2
95.70 106.6 117.6 128.5
106.3 118.5 130.6 142.8
20 × 20 20 × 22 20 × 24
19-1/2 × 19-1/2 19-1/2 × 21-1/2 19-1/2 × 23-1/2
380.3 419.3 458.3
1236 1502 1795
12050 16150 21090
1236 1363 1489
12050 13280 14520
66.02 72.79 79.56
79.22 87.34 95.47
92.42 101.9 111.4
105.6 116.5 127.3
118.8 131.0 143.2
132.0 145.6 159.1
22 × 22 22 × 24
21-1/2 × 21-1/2 21-1/2 × 23-1/2
462.3 505.3
1656 1979
17810 23250
1656 1810
17810 19460
80.25 87.72
96.30 105.3
112.4 122.8
128.4 140.3
144.5 157.9
160.5 175.4
24 × 24
23-1/2 × 23-1/2
552.3
2163
25420
2163
25420
95.88
115.1
134.2
153.4
172.6
191.8
AMERICAN FOREST & PAPER ASSOCIATION
3 SECTION PROPERTIES
12 12 12 12 12 12 12
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
AMERICAN WOOD COUNCIL
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
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1C
17
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
AMERICAN FOREST & PAPER ASSOCIATION
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
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
AMERICAN WOOD COUNCIL
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
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1C
19
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
AMERICAN FOREST & PAPER ASSOCIATION
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
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
AMERICAN WOOD COUNCIL
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
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1C
21
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
AMERICAN FOREST & PAPER ASSOCIATION
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
3 SECTION PROPERTIES
Depth d (in.)
22
SECTION PROPERTIES
Table 1D
Depth d (in.)
Section Properties of Southern Pine Structural Glued Laminated Timber
Area A (in.2)
Ix (in.4)
5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8
13.75 17.19 20.63 24.06 27.50 30.94 34.38 37.81 41.25 44.69 48.13 51.56 55.00 58.44
34.66 67.70 117.0 185.8 277.3 394.8 541.6 720.9 935.9 1190 1486 1828 2218 2661
5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8
16.50 20.63 24.75 28.88 33.00 37.13 41.25 45.38 49.50 53.63 57.75 61.88 66.00 70.13
41.59 81.24 140.4 222.9 332.8 473.8 649.9 865.0 1123 1428 1783 2193 2662 3193
5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8
17.19 21.48 25.78 30.08 34.38 38.67 42.97 47.27 51.56 55.86 60.16 64.45 68.75 73.05
43.33 84.62 146.2 232.2 346.6 493.5 677.0 901.1 1170 1487 1858 2285 2773 3326
X-X Axis Sx (in.3) 2-1/2 in. Width 12.60 19.69 28.36 38.60 50.42 63.81 78.78 95.32 113.4 133.1 154.4 177.2 201.7 227.7 3 in. Width 15.13 23.63 34.03 46.32 60.50 76.57 94.53 114.4 136.1 159.8 185.3 212.7 242.0 273.2 3-1/8 in. Width 15.76 24.62 35.45 48.25 63.02 79.76 98.47 119.1 141.8 166.4 193.0 221.6 252.1 284.6 AMERICAN WOOD COUNCIL
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.4) 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
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1D
Depth d (in.)
23
Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.)
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
AMERICAN FOREST & PAPER ASSOCIATION
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
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 AMERICAN WOOD COUNCIL
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
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1D
25
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
AMERICAN FOREST & PAPER ASSOCIATION
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
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
AMERICAN WOOD COUNCIL
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
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1D
27
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
AMERICAN FOREST & PAPER ASSOCIATION
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
3 SECTION PROPERTIES
Depth d (in.)
28
SECTION PROPERTIES
AMERICAN WOOD COUNCIL
only to be used with the 2005 NDS® and Wood Structural Design Data
2005 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) ........................... s30 Table 4B Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick) ............................................................. s37 Table 4C Reference Design Values for Mechanically Graded Dimension Lumber ..................................... s40 Table 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger) ................................... s44 Table 4E Reference Design Values for Visually Graded Decking ....................................................................... s51 Table 4F Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick) ............................................................. s55 Table 5A Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in bending) ................................................ s59 Table 5B Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in axial tension or compression) ............. s64 Table 5C Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in bending) ................................. s67 Table 5D Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in axial tension or compression) .............................................................. s69
AMERICAN FOREST & PAPER ASSOCIATION
2005 REFERENCE DESIGN VALUES
30
Table 4A
Adjustment Factors
only to be used with the 2005 NDS® and Wood Structural Design Data
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
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:
Thickness (breadth)
Width (depth)
2" & 3"
4"
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 Factors, CM Fb
Ft
Fv
Fc⊥
Fc
E and Emin
NOTE
0.85*
1.0
0.97
0.67
0.8**
0.9
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).
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc)(CF) ≤ 750 psi, CM = 1.0
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 Fb
Ft
Fc
Thickness (breadth) 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"
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 AMERICAN WOOD COUNCIL
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
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4A
31
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
250
ALASKA CEDAR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
Bending Fb
Tension parallel to grain Ft
2" & wider 2" & wider 2" - 4" wide
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
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
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
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
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
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
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
WCLIB
ALASKA HEMLOCK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WWPA
ALASKA SPRUCE Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WWPA
ALASKA YELLOW CEDAR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB WWPA
ASPEN Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
NELMA NSLB WWPA
BALDCYPRESS Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
AMERICAN FOREST & PAPER ASSOCIATION
4
SPIB
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
(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.)
2005 REFERENCE DESIGN VALUES
32
Table 4A (Cont.)
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
only to be used with the 2005 NDS® and Wood Structural Design Data
(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
250
BEECH-BIRCH-HICKORY Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
Bending Fb
Tension parallel to grain Ft
2" & wider 2" & wider 2" - 4" wide
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
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
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
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
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
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
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
NELMA
COTTONWOOD Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
NSLB
DOUGLAS FIR-LARCH Select Structural No.1 & Btr No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider
2" & wider 2" - 4" wide
WCLIB WWPA
DOUGLAS FIR-LARCH (NORTH) Select Structural No.1 & Btr No.1/No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
NLGA
DOUGLAS FIR-SOUTH Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WWPA
EASTERN HEMLOCK-BALSAM FIR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
AMERICAN WOOD COUNCIL
NELMA NSLB
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4A (Cont.)
33
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
EASTERN HEMLOCK-TAMARACK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
Bending Fb
Tension parallel to grain Ft
250
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
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
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
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
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
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
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
EASTERN SOFTWOODS Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
EASTERN WHITE PINE Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
HEM-FIR Select Structural No.1 & Btr No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider
2" & wider 2" - 4" wide
WCLIB WWPA
HEM-FIR (NORTH) Select Structural No.1 & Btr No.1/No.2 No.3 Stud Construction Standard Utility
2" & wider
2" & wider 2" - 4" wide
NLGA
MIXED MAPLE Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
AMERICAN FOREST & PAPER ASSOCIATION
4
NELMA
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
(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.)
2005 REFERENCE DESIGN VALUES
34
Table 4A (Cont.)
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
only to be used with the 2005 NDS® and Wood Structural Design Data
(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
250
MIXED OAK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
Bending Fb
Tension parallel to grain Ft
2" & wider 2" & wider 2" - 4" wide
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
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
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
1,000 600 350 475 700 400 175
450 275 150 225 300 175 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
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
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
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
NELMA
NORTHERN RED OAK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
NELMA
NORTHERN SPECIES Select Structural No.1/No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
NLGA
NORTHERN WHITE CEDAR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
NELMA
RED MAPLE Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
NELMA
RED OAK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
AMERICAN WOOD COUNCIL
NELMA
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4A (Cont.)
35
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
250
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
Bending Fb
Tension parallel to grain Ft
2" & wider
2" & wider 2" - 4" wide
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
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
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
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
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
WCLIB WWPA
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
WCLIB WWPA
SPRUCE-PINE-FIR Select Structural No.1/No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
SPRUCE-PINE-FIR (SOUTH) Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WESTERN CEDARS Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WESTERN WOODS Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
AMERICAN FOREST & PAPER ASSOCIATION
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
(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.)
2005 REFERENCE DESIGN VALUES
36
Table 4A (Cont.)
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
only to be used with the 2005 NDS® and Wood Structural Design Data
(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
250
WHITE OAK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
Bending Fb
Tension parallel to grain Ft
2" & wider 2" & wider 2" - 4" wide
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
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
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
NELMA
YELLOW POPLAR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
NSLB
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.
AMERICAN WOOD COUNCIL
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
37
Table 4B Adjustment Factors
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:
Flat Use Factor, Cfu
Bending design values adjusted by size factors are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors: Flat Use Factors, Cfu Thickness (breadth)
Width (depth)
2" & 3"
4"
1.0 1.1 1.1 1.15 1.15 1.2
— 1.0 1.05 1.05 1.05 1.1
2" & 3" 4" 5" 6" 8" 10" & wider
Wet Service Factor, CM 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.
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 0.85*
Ft 1.0
Fv 0.97
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc) ≤ 750 psi, CM = 1.0
AMERICAN FOREST & PAPER ASSOCIATION
Fc⊥ 0.67
Fc E and Emin 0.8** 0.9
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
Size Factor, CF
2005 REFERENCE DESIGN VALUES
38
Table 4B
Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick)1,2,3,4,5
only to be used with the 2005 NDS® and Wood Structural Design Data
(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
Size classification
250
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
Bending Fb
Tension parallel to grain Ft
2" - 4" wide
4" wide
5" - 6" wide
8" wide
10" wide
12" wide
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin 1,000,000
3,050 2,850 2,650 2,000 1,850 1,700 1,700 1,500 1,350 850
1,650 1,600 1,350 1,100 1,050 900 875 825 775 475
175 175 175 175 175 175 175 175 175 175
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
1,900,000 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
1,100 625 300
625 350 175
175 175 175
565 565 565
1,800 1,500 975
1,500,000 1,300,000 1,300,000
550,000 470,000 470,000
2,700 2,550 2,350 1,750 1,650 1,500 1,450 1,250 1,150 750
1,500 1,400 1,200 950 900 800 775 725 675 425
175 175 175 175 175 175 175 175 175 175
660 565 480 660 565 480 660 565 480 565
2,150 2,000 1,850 1,900 1,750 1,600 1,750 1,600 1,500 925
1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000
690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000
2,450 2,300 2,100 1,650 1,500 1,350 1,400 1,200 1,100 700
1,350 1,300 1,100 875 825 725 675 650 600 400
175 175 175 175 175 175 175 175 175 175
660 565 480 660 565 480 660 565 480 565
2,050 1,900 1,750 1,800 1,650 1,550 1,700 1,550 1,450 875
1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000
690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000
2,150 2,050 1,850 1,450 1,300 1,200 1,200 1,050 950 600
1,200 1,100 950 775 725 650 625 575 550 325
175 175 175 175 175 175 175 175 175 175
660 565 480 660 565 480 660 565 480 565
2,000 1,850 1,750 1,750 1,600 1,500 1,650 1,500 1,400 850
1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000
690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000
2,050 1,900 1,750 1,350 1,250 1,150 1,150 975 900 575
1,100 1,050 900 725 675 600 575 550 525 325
175 175 175 175 175 175 175 175 175 175
660 565 480 660 565 480 660 565 480 565
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
690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000
AMERICAN WOOD COUNCIL
Grading Rules Agency
SPIB
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4B (Cont.)
39
Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick)1,2,3,4,5
USE WITH TABLE 4B ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Bending Fb
SOUTHERN PINE Dense Structural 86 Dense Structural 72 Dense Structural 65
Tension parallel to grain Ft
Compression perpendicular to grain Fc⊥
Compression parallel to grain Fc
Modulus of Elasticity E
Emin
Grading Rules Agency
(Surfaced Dry - Used in dry service conditions - 19% or less moisture content) 2" & wider
2,600 2,200 2,000
1,750 1,450 1,300
660,000 660,000 660,000
SPIB
2,100 1,750 1,600
1,400 1,200 1,050
165 165 165
440 440 440
1,300 1,100 1,000
1,600,000 1,600,000 1,600,000
580,000 580,000 580,000
SPIB
2,050 1,450 1,300 750
1,200 875 775 450
175 175 175 175
565 565 565 565
1,800 1,650 1,650 950
1,600,000 1,500,000 1,400,000 1,200,000
580,000 550,000 510,000 440,000
1,000 550 275
600 325 150
175 175 175
565 565 565
1,700 1,450 950
1,300,000 1,200,000 1,100,000
470,000 440,000 400,000
1,850 1,300 1,150 675
1,100 750 675 400
175 175 175 175
565 565 565 565
1,700 1,550 1,550 875
1,600,000 1,500,000 1,400,000 1,200,000
580,000 550,000 510,000 440,000
1,750 1,200 1,050 625
1,000 700 625 375
175 175 175 175
565 565 565 565
1,600 1,450 1,450 850
1,600,000 1,500,000 1,400,000 1,200,000
580,000 550,000 510,000 440,000
1,500 1,050 925 525
875 600 550 325
175 175 175 175
565 565 565 565
1,600 1,450 1,450 825
1,600,000 1,500,000 1,400,000 1,200,000
580,000 550,000 510,000 440,000
1,400 975 875 500
825 575 525 300
175 175 175 175
565 565 565 565
1,550 1,400 1,400 800
1,600,000 1,500,000 1,400,000 1,200,000
580,000 550,000 510,000 440,000
SOUTHERN PINE Dense Structural 86 Dense Structural 72 Dense Structural 65
Shear parallel to grain Fv
175 175 175
660 660 660
2,000 1,650 1,500
1,800,000 1,800,000 1,800,000
(Surfaced Green - Used in any service condition) 2-1/2" & wider 2-1/2"-4" thick
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
2" - 4" wide
4" wide
5" - 6" wide
8" wide
10" wide
12" wide
SPIB
1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" 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 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 Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Bending to grain to grain to grain to grain Elasticity Fb Ft 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.
AMERICAN FOREST & PAPER ASSOCIATION
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
(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.)
2005 REFERENCE DESIGN VALUES
40
Table 4C Adjustment Factors
only to be used with the 2005 NDS® and Wood Structural Design Data
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" 4" 5" 6" 8" 10" & wider
1.0 1.1 1.1 1.15 1.15 1.2
2"
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 0.85*
Ft 1.0
Fv 0.97
* when Fb ≤ 1,150 psi, CM = 1.0 ** when Fc ≤ 750 psi, CM = 1.0
AMERICAN WOOD COUNCIL
Fc⊥ 0.67
Fc 0.8**
E and Emin 0.9
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4C
41
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.)
Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Bending Fb
Tension parallel to grain Ft
900 1,200 1,250 1,350 1,400 1,450 1,450 1,500 1,600 1,650 1,650 1,650 1,650 1,650 1,700 1,750 1,800 1,800 1,800 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 2,700 2,700 2,850 3,000
350 600 800 750 800 800 875 900 950 1,020 1,020 1,075 1,175 1,020 1,175 1,125 1,300 1,175 1,200 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 2,050 1,800 2,150 2,300 2,400
Compression parallel to grain Fc
Modulus of Elasticity E
Emin
Grading Rules Agency
MACHINE STRESS RATED (MSR) LUMBER 900f-1.0E 1200f-1.2E 1250f-1.4E 1350f-1.3E 1400f-1.2E 1450f-1.3E 1450f-1.5E 1500f-1.4E 1600f-1.4E 1650f-1.3E 1650f-1.5E 1650f-1.6E-1075ft 1650f-1.6E 1650f-1.8E 1700f-1.6E 1750f-2.0E 1800f-1.5E 1800f-1.6E 1800f-1.8E 1950f-1.5E 1950f-1.7E 2000f-1.6E 2100f-1.8E 2250f-1.7E 2250f-1.8E 2250f-1.9E 2250f-2.0E-1600ft 2250f-2.0E 2400f-1.8E 2400f-2.0E 2500f-2.2E 2500f-2.2E-1925ft 2550f-2.1E 2700f-2.0E 2700f-2.2E 2850f-2.3E 3000f-2.4E
2" and less in thickness 2" and wider
1,050 1,400 1,475 1,600 1,600 1,625 1,625 1,650 1,675 1,700 1,700 1,700 1,700 1,750 1,725 1,725 1,750 1,750 1,750 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 2,025 2,100 2,100 2,150 2,200
1,000,000 1,200,000 1,400,000 1,300,000 1,200,000 1,300,000 1,500,000 1,400,000 1,400,000 1,300,000 1,500,000 1,600,000 1,600,000 1,800,000 1,600,000 2,000,000 1,500,000 1,600,000 1,800,000 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 2,100,000 2,000,000 2,200,000 2,300,000 2,400,000
510,000 610,000 710,000 660,000 610,000 660,000 760,000 710,000 710,000 660,000 760,000 810,000 810,000 910,000 810,000 1,020,000 760,000 810,000 910,000 760,000 860,000 810,000 910,000 860,000 910,000 970,000 1,020,000 1,020,000 910,000 1,020,000 1,120,000 1,120,000 1,070,000 1,020,000 1,120,000 1,170,000 1,220,000
AMERICAN FOREST & PAPER ASSOCIATION
WCLIB, WWPA, NELMA, NSLB NLGA, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA NLGA, WCLIB, WWPA, NELMA, NSLB NLGA, WWPA NLGA, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA NLGA, WCLIB, WWPA, NELMA, NSLB NLGA, WWPA NLGA, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA WCLIB, WWPA WCLIB, WWPA WCLIB, WWPA WCLIB, WWPA NLGA, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA 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 NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA, SPIB
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4C ADJUSTMENT FACTORS
2005 REFERENCE DESIGN VALUES
42
Table 4C (Cont.)
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.)
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4C ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Bending Fb
Tension parallel to grain Ft
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
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
Compression parallel to grain Fc
Modulus of Elasticity E
Grading Rules Agency
Emin
MACHINE EVALUATED LUMBER (MEL) M-5 M-6 M-7 M-8 M-9 M-10 M-11 M-12 M-13 M-14 M-15 M-16 M-17[4] M-18 M-19 M-20[4] M-21 M-22 M-23 M-24 M-25 M-26 M-27[4] M-28 M-29 M-30 M-31
2" and less in thickness 2" and wider
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
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
AMERICAN WOOD COUNCIL
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
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
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
43
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. Design Values Species
Douglas Fir-Larch
Douglas Fir-Larch (N) Douglas Fir-South
Modulus of Elasticity E (x106), psi
Specific Gravity G
Shear Parallel to Grain Fv, psi
Compression Perpendicular to Grain Fc⊥⊥, psi
4 Grading Rules Agency
1.0 and higher
0.50
180
625
WCLIB, WWPA
2.0 2.1 2.2 2.3 2.4
0.51 0.52 0.53 0.54 0.55
180 180 180 185 185
670 690 715 735 760
WCLIB, WWPA
1.2 to 1.9 2.0 to 2.2
0.49 0.53
180 180
625 715
2.3 and higher
0.57
190
715
NLGA
1.0 and higher
0.46
180
520
WWPA
NLGA
Englemann Spruce-
1.0 and higher
0.38
135
335
WWPA
Lodgepole Pine
1.5 and higher
0.46
160
555
WWPA
1.0 and higher
0.43
150
405
WCLIB, WWPA
1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4
0.44 0.45 0.46 0.47 0.48 0.49 0.50 0.51 0.52
155 160 160 165 170 170 175 190 190
510 535 555 580 600 625 645 670 690
Hem-Fir (N)
1.0 and higher
0.46
145
405
Southern Pine
1.0 and higher
0.55
175
565
SPIB
1.8 and higher
0.57
190
805
SPIB
1.2 and higher
0.42
135
425
NLGA
Hem-Fir
Spruce-Pine-Fir
Spruce-Pine-Fir (South)
WCLIB, WWPA
NLGA
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
1.2 to 1.7 1.8 to 1.9
0.42 0.46
150 160
465 555
WWPA
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
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.
AMERICAN FOREST & PAPER ASSOCIATION
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
Table 4C Footnotes
2005 REFERENCE DESIGN VALUES
44
Table 4D Adjustment Factors
only to be used with the 2005 NDS® and Wood Structural Design Data
Size Factor, CF
When the depth, d, of a beam, stringer, post, or timber exceeds 12", the tabulated bending design value, Fb, shall be multiplied by the following size factor: CF = (12/d)1/9
When beams and stringers are subjected to loads applied to the wide face, tabulated design values shall be multiplied by the following size factors: Size Factors, CF
Grade Select Structural No.1 No.2
Fb E and Emin Other Properties 0.86 1.00 1.00 0.74 0.90 1.00 1.00 1.00 1.00
Wet Service Factor, CM
When timbers are used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table (for Southern Pine and Mixed Southern Pine use tabulated design values without further adjustment): Wet Service Factors, CM Fb
Ft
Fv
Fc⊥
Fc
1.00
1.00
1.00
0.67
0.91
AMERICAN WOOD COUNCIL
E and Emin 1.00
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4D
45
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.)
Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
ALASKA CEDAR
Bending Fb
Tension parallel to grain Ft
250
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
Select Structural No.1 No.2
Beams and Stringers
1,400 1,150 750
675 475 300
155 155 155
525 525 525
925 775 500
1,200,000 1,200,000 1,000,000
440,000 440,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,300 1,050 625
700 575 350
155 155 155
525 525 525
975 850 600
1,200,000 1,200,000 1,000,000
440,000 440,000 370,000
5"x5" and Larger
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
Select Structural No.1 No.2
Beams and Stringers
1,350 1,100 725
900 750 350
125 125 125
305 305 305
950 800 500
1,400,000 1,400,000 1,100,000
510,000 510,000 400,000
Select Structural No.1 No.2
Posts and Timbers
1,250 1,000 575
825 675 375
125 125 125
305 305 305
1,000 875 400
1,400,000 1,400,000 1,100,000
510,000 510,000 400,000
Select Structural No.1 No.2
Beams and Stringers
1,650 1,400 900
975 700 450
180 180 180
715 715 715
975 825 525
1,500,000 1,500,000 1,200,000
550,000 550,000 440,000
Select Structural No.1 No.2
Posts and Timbers
1,550 1,250 725
1,050 850 475
180 180 180
715 715 715
1,050 900 425
1,500,000 1,500,000 1,200,000
550,000 550,000 440,000
Select Structural No.1 No.2
Beams and Stringers
1,150 950 625
675 475 325
115 115 115
455 455 455
775 650 425
1,500,000 1,500,000 1,200,000
550,000 550,000 440,000
Select Structural No.1 No .2
Posts and Timbers
1,100 875 525
725 575 350
115 115 115
455 455 455
825 725 500
1,500,000 1,500,000 1,200,000
550,000 550,000 440,000
1,900 1,600 1,550 1,350 875
1,100 950 775 675 425
170 170 170 170 170
730 625 730 625 625
1,300 1,100 1,100 925 600
1,700,000 1,600,000 1,700,000 1,600,000 1,300,000
620,000 580,000 620,000 580,000 470,000
1,750 1,500 1,400 1,200 750
1,150 1,000 950 825 475
170 170 170 170 170
730 625 730 625 625
1,350 1,150 1,200 1,000 700
1,700,000 1,600,000 1,700,000 1,600,000 1,300,000
620,000 580,000 620,000 580,000 470,000
1,900 1,600 1,550 1,350 1,000 875
1,100 950 775 675 500 425
170 170 170 170 170 170
730 625 730 625 730 625
1,300 1,100 1,100 925 700 600
1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,300,000
620,000 580,000 620,000 580,000 510,000 470,000
1,750 1,500 1,400 1,200 850 750
1,150 1,000 950 825 550 475
170 170 170 170 170 170
730 625 730 625 730 625
1,350 1,150 1,200 1,000 825 700
1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,300,000
620,000 580,000 620,000 580,000 510,000 470,000
4 WCLIB
BALDCYPRESS Select Structural No.1 No.2
SPIB
BALSAM FIR
NELMA NSLB
BEECH-BIRCH-HICKORY
NELMA
COAST SITKA SPRUCE
NLGA
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
Beams and Stringers
Posts and Timbers
Beams and Stringers
Posts and Timbers
AMERICAN FOREST & PAPER ASSOCIATION
WCLIB
WWPA
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4D ADJUSTMENT FACTORS
2005 REFERENCE DESIGN VALUES
46
Table 4D (Cont.)
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.)
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4D ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
DOUGLAS FIR-LARCH (NORTH)
Bending Fb
Tension parallel to grain Ft
250
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
Select Structural No.1 No.2
Beams and Stringers
1,600 1,300 875
950 675 425
170 170 170
625 625 625
1,100 925 600
1,600,000 1,600,000 1,300,000
580,000 580,000 470,000
Select Structural No.1 No.2
Posts and Timbers
1,500 1,200 725
1,000 825 475
170 170 170
625 625 625
1,150 1,000 700
1,600,000 1,600,000 1,300,000
580,000 580,000 470,000
Select Structural No.1 No.2
Beams and Stringers
1,550 1,300 825
900 625 425
165 165 165
520 520 520
1,000 850 550
1,200,000 1,200,000 1,000,000
440,000 440,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,450 1,150 675
950 775 450
165 165 165
520 520 520
1,050 925 650
1,200,000 1,200,000 1,000,000
440,000 440,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,350 1,150 750
925 775 375
155 155 155
550 550 550
950 800 550
1,200,000 1,200,000 900,000
440,000 440,000 330,000
Select Structural No.1 No.2
Posts and Timbers
1,250 1,050 600
850 700 400
155 155 155
550 500 550
1,000 875 400
1,200,000 1,200,000 900,000
440,000 440,000 330,000
NLGA
DOUGLAS FIR-SOUTH
WWPA
EASTERN HEMLOCK
NELMA NSLB
EASTERN HEMLOCK-TAMARACK Select Structural No.1 No.2
Beams and Stringers
1,400 1,150 750
925 775 375
155 155 155
555 555 555
950 800 500
1,200,000 1,200,000 900,000
440,000 440,000 330,000
Select Structural No.1 No.2
Posts and Timbers
1,300 1,050 600
875 700 400
155 155 155
555 555 555
1,000 875 400
1,200,000 1,200,000 900,000
440,000 440,000 330,000
NELMA NSLB
EASTERN HEMLOCK-TAMARACK (N) Select Structural No.1 No.2
Beams and Stringers
1,450 1,200 775
850 600 400
165 165 165
555 555 555
950 800 500
1,300,000 1,300,000 1,100,000
470,000 470,000 400,000
Select Structural No.1 No.2
Posts and Timbers
1,350 1,100 650
900 725 425
165 165 165
555 555 555
1,000 875 600
1,300,000 1,300,000 1,100,000
470,000 470,000 400,000
Select Structural No.1 No.2
Beams and Stringers
1,050 900 575
725 600 275
135 135 135
390 390 390
750 625 375
1,400,000 1,400,000 1,000,000
510,000 510,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,000 800 450
675 550 300
135 135 135
390 390 390
775 675 300
1,400,000 1,400,000 1,000,000
510,000 510,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,050 875 575
700 600 275
125 125 125
350 350 350
675 575 400
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Posts and Timbers
975 800 450
650 525 300
125 125 125
350 350 350
725 625 325
1,100,000 1,100,000 900,000
400,000 400,000 330,000
NLGA
EASTERN SPRUCE
NELMA NSLB
EASTERN WHITE PINE
AMERICAN WOOD COUNCIL
NELMA NSLB
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4D (Cont.)
47
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.)
Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
HEM-FIR
Bending Fb
Tension parallel to grain Ft
250
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥ 180
Compression parallel to grain Fc
520
Modulus of Elasticity E 900
Emin
Grading Rules Agency
1,000,000
Select Structural No.1 No.2
Beams and Stringers
1,300 1,050 675
750 525 350
140 140 140
405 405 405
925 750 500
1,300,000 1,300,000 1,100,000
470,000 470,000 400,000
Select Structural No.1 No.2
Posts and Timbers
1,200 975 575
800 650 375
140 140 140
405 405 405
975 850 575
1,300,000 1,300,000 1,100,000
470,000 470,000 400,000
Select Structural No.1 No.2
Beams and Stringers
1,250 1,000 675
725 500 325
135 135 135
405 405 405
900 750 475
1,300,000 1,300,000 1,100,000
470,000 470,000 400,000
Select Structural No.1 No.2
Posts and Timbers
1,150 925 550
775 625 375
135 135 135
405 405 405
950 850 575
1,300,000 1,300,000 1,100,000
470,000 470,000 400,000
Select Structural No.1 No.2
Beams and Stringers
1,150 975 625
700 500 325
180 180 180
620 620 620
725 600 375
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Posts and Timbers
1,100 875 500
725 600 350
180 180 180
620 620 620
750 650 300
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Beams and Stringers
1,350 1,150 725
800 550 375
155 155 155
800 800 800
825 700 450
1,000,000 1,000,000 800,000
370,000 370,000 290,000
Select Structural No.1 No.2
Posts and Timbers
1,250 1,000 575
850 675 400
155 155 155
800 800 800
875 775 350
1,000,000 1,000,000 800,000
370,000 370,000 290,000
5"x5" and Larger
1,500 1,350 850
1,000 900 550
165 165 165
375 375 375
900 800 525
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,350 1,100 725
775 550 375
170 170 170
570 570 570
875 725 475
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Posts and Timbers
1,250 1,000 625
825 675 400
170 170 170
570 570 570
925 800 550
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Beams and Stringers
1,250 1,050 675
850 700 350
135 135 135
435 435 435
850 725 450
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,150 950 550
800 650 375
135 135 135
435 435 435
900 800 375
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,600 1,350 875
950 675 425
205 205 205
885 885 885
950 800 500
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,500 1,200 700
1,000 800 475
205 205 205
885 885 885
1,000 875 400
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
4 WCLIB WWPA
HEM-FIR (NORTH)
NLGA
MIXED MAPLE
NELMA
MIXED OAK
MIXED SOUTHERN PINE 2 Select Structural No.1 No.2
NELMA
(Wet Service Conditions) SPIB
MOUNTAIN HEMLOCK
WCLIB WWPA
NORTHERN PINE
NELMA NSLB
NORTHERN RED OAK
AMERICAN FOREST & PAPER ASSOCIATION
NELMA
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4D ADJUSTMENT FACTORS
2005 REFERENCE DESIGN VALUES
48
Table 4D (Cont.)
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.)
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4D ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Bending Fb
Tension parallel to grain Ft
Shear parallel to grain Fv
Compression perpendicular to grain Fc⊥
Compression parallel to grain Fc
Modulus of Elasticity E
Emin
Grading Rules Agency
NORTHERN WHITE CEDAR Select Structural No.1 No.2
Beams and Stringers
900 750 500
600 500 250
115 115 115
370 370 370
600 500 325
700,000 700,000 600,000
260,000 260,000 220,000
Select Structural No.1 No.2
Posts and Timbers
850 675 400
575 450 250
115 115 115
370 370 370
650 550 250
700,000 700,000 600,000
260,000 260,000 220,000
Select Structural No.1 No.2
Beams and Stringers
1,100 925 600
725 500 300
130 130 130
535 535 535
750 625 400
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Posts and Timbers
1,000 825 475
675 550 325
130 130 130
535 535 535
800 700 325
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Beams and Stringers
1,500 1,250 800
875 625 400
195 195 195
615 615 615
900 750 475
1,500,000 1,500,000 1,200,000
550,000 550,000 440,000
Select Structural No.1 No.2
Posts and Timbers
1,400 1,150 650
925 750 425
195 195 195
615 615 615
950 825 375
1,500,000 1,500,000 1,200,000
550,000 550,000 440,000
Select Structural No.1 No.2
Beams and Stringers
1,350 1,150 725
800 550 375
155 155 155
820 820 820
825 700 450
1,200,000 1,200,000 1,000,000
440,000 440,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,250 1,000 575
850 675 400
155 155 155
820 820 820
875 775 350
1,200,000 1,200,000 1,000,000
440,000 440,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,050 875 575
625 450 300
130 130 130
440 440 440
725 600 375
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Posts and Timbers
1,000 800 475
675 550 325
130 130 130
440 440 440
775 675 475
1,100,000 1,100,000 900,000
400,000 400,000 330,000
5" x 5" and Larger
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
NELMA
PONDEROSA PINE
NLGA
RED MAPLE
NELMA
RED OAK
NELMA
RED PINE
NLGA
REDWOOD Clear Structural Select Structural Select Structural OG No.1 No.1 OG No.2 No.2 OG
RIS
SITKA SPRUCE Select Structural No.1 No.2
Beams and Stringers
1,200 1,000 650
675 500 325
140 140 140
435 435 435
825 675 450
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,150 925 550
750 600 350
140 140 140
435 435 435
875 750 525
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,200 1,000 650
675 500 325
140 140 140
435 435 435
825 675 450
1,300,000 1,300,000 1,100,000
470,000 470,000 400,000
Select Structural No.1 No.2
Posts and Timbers
1,150 925 550
750 600 350
140 140 140
435 435 435
875 750 525
1,300,000 1,300,000 1,100,000
470,000 470,000 400,000
AMERICAN WOOD COUNCIL
WCLIB
WWPA
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4D (Cont.)
49
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.)
Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
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
Bending Fb
Tension parallel to grain Ft
250 5" x 5" and Larger
Shear parallel to grain Fv 150
Compression perpendicular to grain Fc⊥
Compression parallel to grain Fc
180(Wet Service 520Conditions) 900
Modulus of Elasticity E
Emin
Grading Rules Agency
1,000,000
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
1,100 950 975 825 625 525 1,300 1,100 1,000
1,600,000 1,500,000 1,600,000 1,500,000 1,300,000 1,200,000 1,600,000 1,600,000 1,600,000
580,000 550,000 580,000 550,000 470,000 440,000 580,000 580,000 580,000
4 SPIB
SPRUCE-PINE-FIR Select Structural No.1 No.2
Beams and Stringers
1,100 900 600
650 450 300
125 125 125
425 425 425
775 625 425
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,050 850 500
700 550 325
125 125 125
425 425 425
800 700 500
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,050 900 575
625 450 300
125 125 125
335 335 335
675 550 375
1,200,000 1,200,000 1,000,000
440,000 440,000 370,000
Select Structural No.1 No.2
Posts and Timbers
1,000 800 475
675 550 325
125 125 125
335 335 335
700 625 425
1,200,000 1,200,000 1,000,000
440,000 440,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,150 975 625
675 475 325
140 140 140
425 425 425
875 725 475
1,000,000 1,000,000 800,000
370,000 370,000 290,000
Select Structural No.1 No.2
Posts and Timbers
1,100 875 550
725 600 350
140 140 140
425 425 425
925 800 550
1,000,000 1,000,000 800,000
370,000 370,000 290,000
NLGA
SPRUCE-PINE-FIR (SOUTH) NELMA NSLB WWPA WCLIB
WESTERN CEDARS
WCLIB WWPA
WESTERN CEDARS (NORTH) Select Structural No.1 No.2
Beams and Stringers
1,150 925 625
675 475 300
130 130 130
425 425 425
850 700 450
1,000,000 1,000,000 800,000
370,000 370,000 290,000
Select Structural No.1 No.2
Posts and Timbers
1,050 875 500
700 575 350
130 130 130
425 425 425
900 800 550
1,000,000 1,000,000 800,000
370,000 370,000 290,000
Select Structural No.1 No.2
Beams and Stringers
1,400 1,150 750
825 575 375
170 170 170
410 410 410
1,000 850 550
1,400,000 1,400,000 1,100,000
510,000 510,000 400,000
Select Structural No.1 No.2
Posts and Timbers
1,300 1,050 650
875 700 425
170 170 170
410 410 410
1,100 950 650
1,400,000 1,400,000 1,100,000
510,000 510,000 400,000
NLGA
WESTERN HEMLOCK
WCLIB WWPA
WESTERN HEMLOCK (NORTH) Select Structural No.1 No.2
Beams and Stringers
1,400 1,150 750
825 575 375
135 135 135
410 410 410
1,000 850 550
1,400,000 1,400,000 1,100,000
510,000 510,000 400,000
Select Structural No.1 No.2
Posts and Timbers
1,300 1,050 650
875 700 425
135 135 135
410 410 410
1,100 950 650
1,400,000 1,400,000 1,100,000
510,000 510,000 400,000
AMERICAN FOREST & PAPER ASSOCIATION
NLGA
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4D ADJUSTMENT FACTORS
2005 REFERENCE DESIGN VALUES
50
Table 4D (Cont.)
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.)
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4D ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Bending Fb
Tension parallel to grain Ft
Shear parallel to grain Fv
Compression perpendicular to grain Fc⊥
Compression parallel to grain Fc
Modulus of Elasticity E
Emin
Grading Rules Agency
WESTERN WHITE PINE Select Structural No.1 No.2
Beams and Stringers
1,050 850 550
600 425 275
120 120 120
375 375 375
775 625 400
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Posts and Timbers
975 775 450
650 525 300
120 120 120
375 375 375
800 700 500
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
Select Structural No.1 No.2
Beams and Stringers
1,050 900 575
625 450 300
125 125 125
345 345 345
750 625 425
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Posts and Timbers
1,000 800 475
675 525 325
125 125 125
345 345 345
800 700 475
1,100,000 1,100,000 900,000
400,000 400,000 330,000
Select Structural No.1 No.2
Beams and Stringers
1,400 1,200 750
825 575 375
205 205 205
800 800 800
900 775 475
1,000,000 1,000,000 800,000
370,000 370,000 290,000
Select Structural No.1 No.2
Posts and Timbers
1,300 1,050 600
875 700 400
205 205 205
800 800 800
950 825 400
1,000,000 1,000,000 800,000
370,000 370,000 290,000
NLGA
WESTERN WOODS
WCLIB WWPA
WHITE OAK
NELMA
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 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
Conversion Factor
Bending Fb
Tension parallel to grain Ft
Shear parallel to grain Fv
Compression perpendicular to grain Fc⊥ ⊥
Compression parallel to grain Fc
Modulus of Elasticity E and Emin
0.78
0.78
0.98
0.73
0.78
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.
AMERICAN WOOD COUNCIL
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
51
Table 4E Adjustment Factors
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: CF
2" 3"
1.10 1.04
Tabulated bending design values, Fb, for decking have already been adjusted for flatwise usage (load applied to wide face).
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):
Size Factors, CF Thickness
Flat Use Factor, Cfu
Repetitive Member Factor, Cr Tabulated bending design values for repetitive member uses, (Fb)(Cr), for decking have already been multiplied by the repetitive member factor, Cr.
Wet Service Factors, CM Fb
Fc⊥
E and Emin
0.85*
0.67
0.9
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0
AMERICAN FOREST & PAPER ASSOCIATION
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
Size Factor, CF
2005 REFERENCE DESIGN VALUES
52
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.)
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4E ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Bending Species and commercial grade
Size classification
Single Member Fb
Repetitive Member (Fb)(Cr)
Compression perpendicular to grain Fc⊥
Modulus of Elasticity E
Emin
Grading Rules Agency
BALSAM FIR Select Commercial
2" - 4" thick 4" - 12" wide
— —
1,650 1,400
— —
1,500,000 1,300,000
550,000 470,000
NELMA
2" - 4" thick 4" & wider
1,250 1,050
1,450 1,200
455 455
1,700,000 1,500,000
620,000 550,000
NLGA
2" - 4" thick 4" & wider
1,250 1,050
1,450 1,200
370 370
1,500,000 1,400,000
550,000 510,000
NLGA
Select Dex Commercial Dex
2" - 4" thick 6" - 8" wide
1,750 1,450
2,000 1,650
625 625
1,800,000 1,700,000
660,000 620,000
WCLIB
Selected Commercial
2" - 4" thick 4" & wider
1,750 1,450
2,000 1,650
625 625
1,800,000 1,700,000
660,000 620,000
WWPA
2" - 4" thick 4" & wider
1,750 1,450
2,000 1,650
625 625
1,800,000 1,700,000
660,000 620,000
NLGA
2" - 4" thick 4" & wider
1,650 1,400
1,900 1,600
520 520
1,400,000 1,300,000
510,000 470,000
WWPA
— —
1,700 1,450
— —
1,300,000 1,100,000
470,000 400,000
NELMA
2" - 4" thick 4" & wider
1,500 1,250
1,700 1,450
555 555
1,300,000 1,100,000
470,000 400,000
NLGA
2" - 4" thick 4" - 12" wide
— —
1,300 1,100
— —
1,500,000 1,400,000
550,000 510,000
NELMA
2" - 4" thick 4" - 12"wide
— —
1,300 1,100
— —
1,200,000 1,100,000
440,000 400,000
NELMA
2" - 4" thick 4" & wider
900 775
1,050 875
350 350
1,200,000 1,100,000
440,000 400,000
NLGA
Select Dex Commercial Dex
2" - 4" thick 6" - 8" wide
1,400 1,150
1,600 1,350
405 405
1,500,000 1,400,000
550,000 510,000
WCLIB
Selected Commercial
2" - 4" thick 4" & wider
1,400 1,150
1,600 1,350
405 405
1,500,000 1,400,000
550,000 510,000
WWPA
2" - 4" thick 4" & wider
1,350 1,100
1,500 1,300
405 405
1,500,000 1,400,000
550,000 510,000
NLGA
2" - 4" thick 4" - 12" wide
— —
1,550 1,300
— —
1,400,000 1,300,000
510,000 470,000
NELMA
2" - 4" thick 4" & wider
900 775
1,050 875
350 350
1,100,000 1,000,000
400,000 370,000
NLGA
COAST SITKA SPRUCE Select Commercial
COAST SPECIES Select Commercial
DOUGLAS FIR-LARCH
DOUGLAS FIR-LARCH (NORTH) Select Commercial
DOUGLAS FIR-SOUTH Selected Commercial
EASTERN HEMLOCK-TAMARACK Select Commercial
2" - 4" thick 4" - 12" wide
EASTERN HEMLOCK-TAMARACK (NORTH) Select Commercial
EASTERN SPRUCE Select Commercial
EASTERN WHITE PINE Select Commercial
EASTERN WHITE PINE (NORTH) Select Commercial
HEM-FIR
HEM-FIR (NORTH) Select Commercial
NORTHERN PINE Select Commercial
NORTHERN SPECIES Select Commercial
AMERICAN WOOD COUNCIL
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4E (Cont.)
53
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.)
Design values in pounds per square inch (psi) Bending Species and commercial grade
Size classification
Single Member Fb
Repetitive Member (Fb)(Cr)
Compression perpendicular to grain Fc⊥
Modulus of Elasticity E
Grading Rules Agency
Emin
4
NORTHERN WHITE CEDAR Select Commercial
2" - 4" thick 4" - 12" wide
— —
1,100 950
— —
800,000 700,000
290,000 260,000
NELMA
2" - 4" thick 4" & wider
1,200 1,000
1,450 1,250
535 535
1,300,000 1,100,000
470,000 400,000
NLGA
2" - 4" thick 4" & wider
1,150 975
1,350 1,100
440 440
1,300,000 1,200,000
470,000 440,000
NLGA
2" thick
1,850 1,450 1,200
2,150 1,700 1,350
— — —
1,400,000 1,100,000 1,000,000
510,000 400,000 370,000
PONDEROSA PINE Select Commercial
RED PINE Select Commercial
REDWOOD Select, Close grain Select Commercial
6" & wider
Deck Heart and
2" thick 4" wide
400
450
420
900,000
330,000
Deck Common
2" thick 6" wide
700
800
420
900,000
330,000
1,300 1,100
1,500 1,250
435 435
1,500,000 1,300,000
550,000 470,000
RIS
SITKA SPRUCE Select Dex Commercial Dex
2" - 4" thick 6" - 8" wide
SOUTHERN PINE Dense Standard Dense Select Select Dense Commercial Commercial
WCLIB
(Surfaced dry – Used in dry service conditions — 19% or less moisture content) 2,000 1,650 1,400 1,650 1,400
2,300 1,900 1,650 1,900 1,650
1,600 1,350 1,150 1,350 1,150
1,800 1,500 1,300 1,500 1,300
440 440 375 440 375
1,600,000 1,400,000 1,400,000 1,400,000 1,400,000
580,000 510,000 510,000 510,000 510,000
2" - 4" thick 4" & wider
1,200 1,000
1,400 1,150
425 425
1,500,000 1,300,000
550,000 470,000
NLGA
2" - 4" thick 4" & wider
1,150 950
1,350 1,100
335 335
1,400,000 1,200,000
510,000 440,000
NELMA WWPA
Select Dex Commercial Dex
2" - 4" thick 6" - 8" wide
1,250 1,050
1,450 1,200
425 425
1,100,000 1,000,000
400,000 370,000
WCLIB
Selected Commercial
2" - 4" thick 4" & wider
1,250 1,050
1,450 1,200
425 425
1,100,000 1,000,000
400,000 370,000
WWPA
2" - 4" thick 4" & wider
1,200 1,050
1,400 1,200
425 425
1,100,000 1,000,000
400,000 370,000
NLGA
2" - 4" thick 6" & wider
1,500 1,300
1,750 1,450
410 410
1,600,000 1,400,000
580,000 510,000
WCLIB
2" - 4" thick 2" & wider
SOUTHERN PINE Dense Standard Dense Select Select Dense Commercial Commercial
660 660 565 660 565
1,800,000 1,600,000 1,600,000 1,600,000 1,600,000
660,000 580,000 580,000 580,000 580,000
SPIB
(Surfaced Green – Used in any service condition) 2-1/2" - 4" thick 2" & wider
SPIB
SPRUCE-PINE-FIR Select Commercial
SPRUCE-PINE-FIR (SOUTH) Selected Commercial
WESTERN CEDARS
WESTERN CEDARS (NORTH) Select Commercial
WESTERN HEMLOCK Select Dex Commercial Dex
AMERICAN FOREST & PAPER ASSOCIATION
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4E ADJUSTMENT FACTORS
2005 REFERENCE DESIGN VALUES
54
Table 4E (Cont.)
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.)
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4E ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Bending Species and commercial grade
Size classification
Single Member Fb
Repetitive Member (Fb)(Cr)
Compression perpendicular to grain Fc⊥
Modulus of Elasticity E
Emin
Grading Rules Agency
WESTERN HEMLOCK (NORTH) Select Commercial
2" - 4" thick 4" & wider
1,500 1,300
1,750 1,450
410 410
1,600,000 1,400,000
580,000 510,000
NLGA
2" - 4" thick 4" & wider
1,100 925
1,300 1,050
375 375
1,400,000 1,300,000
510,000 470,000
NLGA
2" - 4" thick 4" & wider
1,150 950
1,300 1,100
335 335
1,200,000 1,100,000
440,000 400,000
WWPA
WESTERN WHITE PINE Select Commercial
WESTERN WOODS Selected Commercial
1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" 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.
AMERICAN WOOD COUNCIL
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
55
Table 4F Adjustment Factors
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
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:
Thickness (breadth)
Width (depth)
2" & 3"
4"
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 Factors, CM Fb
Ft
Fv
Fc⊥
Fc
E and Emin
0.85*
1.0
0.97
0.67
0.8**
0.9
NOTE
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc)(CF) ≤ 750 psi, CM = 1.0
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 Fb
Ft
Fc
Thickness (breadth) 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"
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 —
AMERICAN FOREST & PAPER ASSOCIATION
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
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
Repetitive Member Factor, Cr
2005 REFERENCE DESIGN VALUES
56
Table 4F
Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3,4 (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.)
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4F ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Tension parallel to grain Ft
Shear parallel to grain Fv
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
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
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
1,200 800 700 400 550 800 450 200
550 375 300 175 250 350 200 100
150 150 150 150 150 150 150 150
430 430 430 430 430 430 430 430
1,200 1,050 925 525 575 1,150 950 625
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
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
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
Bending Fb
Compression perpendicular to grain Fc⊥
Compression parallel to grain Fc
Modulus of Elasticity E
Emin
Grading Rules Agency
AUSTRIAN SPRUCE - Austria & The Czech Republic Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
DOUGLAS FIR/EUROPEAN LARCH Austria, The Czech Republic, & Bavaria2 Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
MONTANE PINE - South Africa Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
NORWAY SPRUCE - Estonia & Lithuania Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
NORWAY SPRUCE - Finland Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
NORWAY SPRUCE - Germany, NE France, & Switzerland Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
AMERICAN WOOD COUNCIL
WCLIB
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4F (Cont.)
57
Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3,4 (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.)
Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Bending Fb
Tension parallel to grain Ft
Shear parallel to grain Fv
Compression perpendicular to grain Fc⊥
Compression parallel to grain Fc
Modulus of Elasticity E
Emin
Grading Rules Agency
4
NORWAY SPRUCE - Romania & the Ukraine Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
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
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
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
1,100 750 650 375 525 750 425 200
500 350 300 175 225 325 200 100
130 130 130 130 130 130 130 130
430 430 430 430 430 430 430 430
1,150 1,000 900 525 575 1,100 925 600
1,500,000 1,300,000 1,100,000 1,000,000 1,000,000 1,100,000 1,000,000 900,000
550,000 470,000 400,000 370,000 370,000 400,000 370,000 330,000
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
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
WCLIB
NORWAY SPRUCE - Sweden Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
SCOTS PINE - Austria, The Czech Republic, Romania, & the Ukraine Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
SCOTS PINE - Estonia & Lithuania Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
SCOTS PINE - Finland Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
SCOTS PINE - Germany5 Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
AMERICAN FOREST & PAPER ASSOCIATION
WCLIB
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4F ADJUSTMENT FACTORS
2005 REFERENCE DESIGN VALUES
58
Table 4F (Cont.)
Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3,4 (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.)
only to be used with the 2005 NDS® and Wood Structural Design Data
USE WITH TABLE 4F ADJUSTMENT FACTORS Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Tension parallel to grain Ft
Shear parallel to grain Fv
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
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
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
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
Bending Fb
Compression perpendicular to grain Fc⊥
Compression parallel to grain Fc
Modulus of Elasticity E
Emin
Grading Rules Agency
SCOTS PINE - Sweden Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
SILVER FIR (Abies alba) - Germany, NE France, & Switzerland Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
WCLIB
SOUTHERN PINE - Misiones Argentina Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
SPIB
SOUTHERN PINE - Misiones Argentina, Free of Heart Center and Medium Grain Density Select Structural No.1 No.2 No.3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
SPIB
1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" 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. Design values are applicable only for 2x4 dimensional lumber and shall not be multiplied by the size factor adjustment. 3. Specific Gravity, G, values for Non-North American Species are provided below in lieu of providing G values in NDS Table 11.3.2A Species or Species Combination Specific Gravity Species or Species Combination Specific Gravity Austrian Spruce - Austria & The Czech Republic 0.43 Scots Pine - Austria, The Czech Republic, Romania, & the Ukraine 0.50 Douglas Fir/European Larch - Austria, 0.48 Scots Pine - Estonia & Lithuania 0.45 The Czech Republic, & Bavaria Scots Pine - Finland 0.48 Montane Pine - South Africa 0.45 Scots Pine - Germany* 0.53 Norway Spruce - Estonia & Lithuania 0.43 Scots Pine - Sweden 0.47 Norway Spruce - Finland 0.42 Silver Fir (Abies alba) - Germany, NE France, & Switzerland 0.43 Norway Spruce - Germany, NE France, & Switzerland 0.42 Southern Pine - Misiones Argentina, Free of Heart Center 0.54 Norway Spruce - Romania & the Ukraine 0.38 and Medium Grain Density Norway Spruce - Sweden 0.42 Southern Pine - Misiones Argentina 0.45 * See footnote 5. 4. 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. 5. Does not include states of Baden-Wurttemburg and Saarland. AMERICAN WOOD COUNCIL
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
59
Table 5A Adjustment Factors
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:
CV = (21/L)1/x (12/d)1/x (5.125/b)1/x ≤ 1.0
Wet Service Factors, CM
where: L = length of bending member between points of
Fb
Ft
Fv
Fc⊥
0.8
0.8
0.875
0.53
Fc E and Emin 0.73
4
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
Cfu
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"
1.01 1.04 1.07 1.10 1.16 1.19
AMERICAN FOREST & PAPER ASSOCIATION
REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
Volume Factor, CV
(7)
(7)(8)
3000
2800
2600
(1)
(2)
2400
2300
1950
1450
1450
1100
(psi) 925
Fbx-
740
740
650
650
500
425
(psi) 315
Fc⊥x
(3)
(3)
(6)
(6)
300
300
265
265
210
210
(psi) 195
Fvx (4)
Shear Parallel to Grain (Horizontal)
2.1
2.1 (9)
(9)
1.9
1.8
1.7
1.5
1.09
1.09 (9)
(9)
0.98
0.93
0.88
0.78
Ex min (106 psi) 0.67
Ex
Modulus of Elasticity for Beam and Column Stability
(106 psi) 1.3
Modulus of Elasticity
1750
1600
1600
1450
1050
800
(psi) 800
Fby
Extreme Fiber in Bending
650
650
560
560
315
315
(psi) 315
Fc⊥y
Compression Perpendicular to Grain
(3)
(3)
260
260
230
230
185
185
(psi) 170
Fvy (4)(5)
Shear Parallel to Grain (Horizontal)
1.7
1.7
1.6
1.6
1.3
1.2
(106 psi) 1.1
Ey
Modulus of Elasticity
0.88
0.88
0.83
0.83
0.67
0.62
(106 psi) 0.57
Ey min
Modulus of Elasticity for Beam and Column Stability
1250
1250
1150
1100
775
725
(psi) 675
Ft
Tension Parallel to Grain
1750
1750
1600
1600
1000
925
(psi) 925
Fc
Compression Parallel to Grain
Axially Loaded
1.7
1.7
1.7
1.7
1.4
1.3
(106 psi) 1.2
Eaxial
Modulus of Elasticity
(10)
(10)
0.55
0.55
0.50
0.50
0.42
0.42
0.42
G
Specific Gravity for Fastener Design
Fasteners
AMERICAN WOOD COUNCIL
Design values in this table represent design values for groups of similar structural glued laminated timber combinations. Higher design values for some properties may be obtained by specifying a particular combination listed in Table 5A Expanded. 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 structural glued laminated timber 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. Negative bending stress, Fbx-, is permitted to be increased to 1,850 psi for Douglas Fir and to 1,950 psi for Southern Pine for specific combinations. Designer shall specify when these increased stresses are required. 3. For structural glued laminated timber of Southern Pine, the basic shear design values, Fvx and Fvy, are permitted to be increased to 300 psi and 260 psi, respectively. 4. The design value for shear, Fvx and Fvy, shall be decreased by multiplying by a factor of 0.72 for non-prismatic members, notched members, and for all members subject to impact or cyclic loading. The reduced design value shall be used for design of members at connections that transfer shear by mechanical fasteners (NDS 3.4.3.3). The reduced design value shall also be used for determination of design values for radial tension (NDS 5.2.2). 5. 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. 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 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" nominal width. 9. For 28F and 30F members with more than 15 laminations, Ex = 2.0 million psi and Ex min = 1.04 million psi. 10. For structural glued laminated timber of Southern Pine, specific gravity for fastener design is permitted to be increased to 0.55.
30F-2.1E SP
28F-2.1E SP
26F-1.9E
2400
24F-1.8E
2000
(psi) 1600
Fbx+
2400
(7)
Compression Zone Stressed in Tension
Compression Perpendicular to Grain
Loaded Parallel to Wide Faces of Laminations
(Positive Bending) (Negative Bending)
Tension Zone Stressed in Tension
Extreme Fiber in Bending
Bending About Y-Y Axis
Bending About X-X Axis Loaded Perpendicular to Wide Faces of Laminations
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 for Structural Glued Laminated Softwood Timber
24F-1.7E
20F-1.5E
16F-1.3E
Stress Class
Table 5A
only to be used with the 2005 NDS® and Wood Structural Design Data 60 2005 REFERENCE DESIGN VALUES
AMERICAN FOREST & PAPER ASSOCIATION
Outer/Core
Symbol
SP/SP SP/SP SP/SP SP/SP SP/SP
16F-V2 16F-V3 16F-V5 16F-E1 16F-E3
SP/SP SP/SP SP/SP SP/SP SP/SP
20F-V2 20F-V3 20F-V5 20F-E1 20F-E3
SP/SP SP/SP
SP/SP
(5)
24F-V1
24F-V4 24F-V5
DF/HF DF/HF HF/HF HF/HF
24F-V5 24F-V10 24F-E11 24F-E15
24F-1.7E
DF/DF DF/DF HF/HF AC/AC AC/AC HF/HF DF/DF DF/DF HF/HF
20F-V3 20F-V7 20F-V9 20F-V12 20F-V13 20F-E2 20F-E3 20F-E6 20F-E7
20F-1.5E
DF/DF HF/HF DF/DF DF/DF HF/HF
16F-V6 16F-E2 16F-E3 16F-E6 16F-E7
16F-1.3E
Species
Combination
2,400 2,400
2,400
2,400 2,400 2,400 2,400 2,400
2,000 2,000 2,000 2,000 2,000
2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000
1,600 1,600 1,600 1,600 1,600
1,600 1,600 1,600 1,600 1,600 1,600
1,450 2,400
1,750
1,450 1,600 2,400 2,400 1,600
1,550 1,450 2,000 1,250 2,000
1,100 1,450 2,000 2,000 1,400 2,000 1,400 1,200 2,000 2,000
1,350 1,450 1,600 1,250 1,600
925 1,600 1,050 1,200 1,600 1,600
(psi)
(psi)
Tension
Fbx-
(2)
Compression Zone Stressed in
Fbx+
Tension
Tension Zone Stressed in
Extreme Fiber in Bending
740 740
740
650 650 500 500
740 650 740 650 650
650 650 500 560 560 500 560 560 500
650 740 650 650 650
560 375 560 560 375
500
425
650 740
650
650 650 500 500
650 650 740 650 650
560 650 500 560 560 500 560 560 500
650 740 650 650 650
210 300
300
210 215 215 215 215
300 300 300 300 300
210 265 265 215 265 265 215 265 265 215
300 300 300 300 300
195 265 215 215 265 215
(psi)
(psi) 315
Fvx (3)
Shear Parallel to Grain (Horizontal)
Fc⊥x
560 375 560 560 375
Compression Perpendicular to Grain Tension Compression Face Face
1.7 1.7
1.7
1.7 1.7 1.8 1.8 1.8
1.5 1.5 1.6 1.7 1.7
1.5 1.6 1.6 1.5 1.5 1.5 1.6 1.7 1.7 1.6
1.4 1.4 1.4 1.6 1.6
1.3 1.5 1.3 1.6 1.6 1.4
0.88 0.88
0.88
0.88 0.88 0.93 0.93 0.93
0.78 0.78 0.83 0.88 0.88
0.78 0.83 0.83 0.78 0.78 0.78 0.83 0.88 0.88 0.83
0.73 0.73 0.73 0.83 0.83
0.67 0.78 0.67 0.83 0.83 0.73
(10 psi)
6
(10 psi)
Ex min
6
Modulus of Elasticity for Beam and Column Stability
Ex
Modulus of Elasticity
1,050 1,750
1,450
1,050 1,200 1,450 1,550 1,200
1,450 1,750 1,450 1,750 1,900
800 1,450 1,450 1,350 1,250 1,250 1,200 1,450 1,550 1,450
1,450 1,450 1,750 1,750 1,750
800 1,450 1,200 1,450 1,550 1,450
(psi)
Fby
Extreme Fiber in Bending
470 650
650
315 375 375 375 375
650 650 650 650 650
315 560 560 375 470 470 375 560 560 375
650 650 650 650 650
315 560 375 560 560 375
(psi)
Fc⊥y
185 260
260
185 190 190 190 190
260 260 260 260 260
185 230 230 190 230 230 190 230 230 190
260 260 260 260 260
170 230 190 190 230 190
(psi)
Fvy (4)
1.3 1.5
1.5
1.3 1.5 1.5 1.5 1.5
1.4 1.4 1.4 1.5 1.5
1.2 1.5 1.6 1.4 1.4 1.4 1.4 1.6 1.6 1.4
1.4 1.4 1.4 1.5 1.5
1.1 1.5 1.3 1.5 1.5 1.4
(106 psi)
Ey
Compression Shear Parallel Modulus Perpendicular to Grain of to Grain (Horizontal) 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
0.67 0.78
0.78
0.67 0.78 0.78 0.78 0.78
0.73 0.73 0.73 0.78 0.78
0.62 0.78 0.83 0.73 0.73 0.73 0.73 0.83 0.83 0.73
0.73 0.73 0.73 0.78 0.78
0.57 0.78 0.67 0.78 0.78 0.73
875 1,150
1,100
775 1,150 1,100 1,150 975
975 1,050 1,050 1,050 1,150
725 975 1,000 975 900 925 925 1,000 1,100 1,050
975 925 1,000 1,050 1,100
675 900 825 925 975 1,000
Ft (psi)
Ey min (106 psi)
E axial (106 psi) 1.2 1.6 1.4 1.6 1.6 1.5 1.5 1.4 1.5 1.6 1.6 1.3 1.6 1.6 1.5 1.4 1.5 1.5 1.7 1.7 1.5 1.5 1.5 1.5 1.6 1.6 1.4 1.6 1.6 1.6 1.6 1.6 1.5 1.6
Fc 925 1,550 1,200 1,600 1,600 1,450 1,350 1,400 1,500 1,550 1,600 925 1,550 1,600 1,400 1,500 1,550 1,350 1,600 1,650 1,450 1,350 1,400 1,500 1,550 1,650 1,000 1,450 1,550 1,550 1,500 1,550 1,000 1,650
Modulus of Elasticity
(psi)
Modulus Tension Compression of Parallel to Parallel to Elasticity Grain Grain for Beam and Column Stability
Axially Loaded
0.55 0.55
0.55
0.5 0.5 0.43 0.43
0.55 0.55 0.55 0.55 0.55
0.5 0.5 0.43 0.46 0.46 0.43 0.5 0.5 0.43
0.55 0.55 0.55 0.55 0.55
0.5 0.43 0.5 0.5 0.43
G
0.42
0.42
0.43 0.55
0.55
0.43 0.43 0.43 0.43
0.55 0.55 0.55 0.55 0.55
0.5 0.5 0.43 0.46 0.46 0.43 0.5 0.5 0.43
0.55 0.55 0.55 0.55 0.55
0.5 0.43 0.5 0.5 0.43
Side Face
0.42
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.) Table 5A Expanded is an expanded list of structural glued laminated timber combinations from AITC 117 and APA-EWS Y117 that meet the requirements of each stress class in the new structural glued laminated timber stress class system. Table 5A Expanded is provided to allow easy conversion from the old combination symbols system to the new stress class system.
Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber Combinations1
REFERENCE DESIGN VALUES
Table 5A
only to be used with the 2005 NDS® and Wood Structural Design Data
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
61
4
Outer/Core
AMERICAN WOOD COUNCIL
SP/SP
SP/SP
30F-E1
30F-E2
(6)(7)
SP/SP
28F-E2
30F-2.1E
SP/SP
28F-E1
(6)
SP/SP SP/SP SP/SP SP/SP
26F-V1 26F-V2 26F-V3 26F-V4
28F-2.1E
DF/DF DF/DF
26F-V1 26F-V2
(6)
SP/SP SP/SP SP/SP
24F-V3 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
3,000
3,000
3,000
2,800
2,800
2,800
2,600 2,600 2,600 2,600
2,600 2,600
2,600
2,400 2,400 2,400
3,000
2,400
2,400
2,800
2,300
2,300
1,950 2,100 2,100 2,600
1,950 2,600
1,950
1,950 1,450 2,400
1,450 1,850 2,400 1,450 2,400 2,400
(psi)
(psi)
2,400 2,400 2,400 2,400 2,400 2,400
Fbx-
Tension
Compression Zone Stressed in
Fbx+
Tension
(2)
Tension Zone Stressed in
Extreme Fiber in Bending
740
740
740
740
740 740 740 740
650 650
740 740 740
650 650 650 650 650
740
740
650
740
740
740
740
740 740 740 740
650 650
740 650 740
300
300
300
300
300
300
300 300 300 300
265 265
265
300 300 300
265 265 265 265 265 265
(psi)
650
Fvx (3)
(psi)
Shear Parallel to Grain (Horizontal)
Fc⊥x
650 650 650 650 650
Compression Perpendicular to Grain Tension Compression Face Face
2.1
2.1
2.1
2.1
2.1
2.1
(8)
(8)
(8)
(8)
(8)
(8)
1.8 1.9 1.9 1.9
2.0 2.0
1.9
1.8 1.8 1.9
1.8 1.8 1.8 1.8 1.8 1.9
1.09
1.09
1.09
1.09
1.09
1.09
(8)
(8)
(8)
(8)
(8)
(8)
0.93 0.98 0.98 0.98
1.04 1.04
0.98
0.93 0.93 0.98
0.93 0.93 0.93 0.93 0.93 0.98
(10 psi)
6
(10 psi)
Ex min
6
Modulus of Elasticity for Beam and Column Stability
Ex
Modulus of Elasticity
1,750
1,750
1,750
2,000
1,600
1,600
1,900 2,200 2,100 2,100
1,750 1,750
1,600
1,750 1,750 2,200
1,450 1,450 1,450 1,450 1,750 1,550
(psi)
Fby
Extreme Fiber in Bending
650
650
650
650
650
650
650 740 650 650
560 560
560
650 650 650
560 560 560 560 560 560
(psi)
Fc⊥y
260
260
260
260
260
260
260 260 260 260
230 230
230
260 260 260
230 230 230 230 230 230
(psi)
Fvy (3)(4)
1.7
1.7
1.7
1.7
1.7
1.7
1.6 1.8 1.8 1.8
1.8 1.8
1.6
1.6 1.6 1.7
1.6 1.6 1.6 1.7 1.7 1.7
(106 psi)
Ey
Compression Shear Parallel Modulus Perpendicular to Grain of to Grain (Horizontal) 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
0.88
0.88
0.88
0.88
0.88
0.88
0.83 0.93 0.93 0.93
0.93 0.93
0.83
0.83 0.83 0.88
0.83 0.83 0.83 0.88 0.88 0.88
(106 psi)
Ey min
1,350
1,250
1,250
1,300
1,300
1,250
1,150 1,250 1,200 1,200
1,300 1,300
1,150
1,150 1,100 1,450
1,100 1,100 1,100 1,100 1,200 1,100
(psi)
Ft
1,750
1,750
1,750
1,850
1,850
1,750
1,600 1,650 1,600 1,600
1,850 1,850
1,600
1,650 1,600 1,850
1,600 1,650 1,650 1,700 1,700 1,700
(psi)
Fc
Modulus Tension Compression of Parallel to Parallel to Elasticity Grain Grain for Beam and Column Stability
1.7
1.7
1.7
1.7
1.7
1.7
1.7 1.9 1.9 1.9
1.9 1.9
1.7
1.7 1.7 1.8
1.7 1.7 1.7 1.8 1.8 1.8
(106 psi)
E axial
Modulus of Elasticity
Axially Loaded
0.55
0.55
0.55
0.55
0.55 0.55 0.55 0.55
0.5 0.5
0.55 0.55 0.55
0.5 0.5 0.5 0.5 0.5
0.5
0.5
G
0.55
0.55
0.55
0.55
0.55
0.55 0.55 0.55 0.55
0.5 0.5
0.55 0.55 0.55
0.5 0.5 0.5 0.5 0.5
Side Face
0.55
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.) Table 5A Expanded is an expanded list of structural glued laminated timber combinations from AITC 117 and APA-EWS Y117 that meet the requirements of each stress class in the new structural glued laminated timber stress class system. Table 5A Expanded is provided to allow easy conversion from the old combination symbols system to the new stress class system.
Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber Combinations1
Species
24F-1.8E
Symbol
Combination
Table 5A (Cont.)
only to be used with the 2005 NDS® and Wood Structural Design Data 62 2005 REFERENCE DESIGN VALUES
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
63
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, design values are tabulated for loading both perpendicular and parallel to the wide faces of the laminations. For combinations and 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 tabulated design values in this column, for bending about the X-X axis (Fbx), require the use of special tension laminations. If these special tension laminations are omitted, value shall be multiplied by 0.75 for members greater than or equal to 15" in depth or by 0.85 for members less than 15" in depth. 3. The design value for shear, Fvx and Fvy, shall be decreased by multiplying by a factor of 0.72 for non-prismatic members, notched members, and for all members subject to impact or cyclic loading. The reduced design value shall be used for design of members at connections (NDS 3.4.3.3) that transfer shear by mechanical fasteners. The reduced design value shall also be used for detrmination of design values for radial tension (NDS 5.2.2). 4. 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 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 (3). 5. This combination may contain lumber with wane. If lumber with wane is used, the 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 (3). 6. 26F, 28F, and 30F beams are not produced by all manufacturers, therefore, availability may be limited. Contact supplier or manufacturer for details. 7. 30F combinations are restricted to a maximum 6" nominal width. 8. For 28F and 30F members with more than 15 laminations, Ex = 2.0 million psi and Ex min = 1.04 million psi.
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
Footnotes to Expanded Table 5A
AMERICAN FOREST & PAPER ASSOCIATION
2005 REFERENCE DESIGN VALUES
64
T able 5B Adjustment Factors s
only to be used with the 2005 NDS® and Wood Structural Design Data
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:
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
CV = (21/L)
1/x
1/x
(12/d)
(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
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"
multiple piece width layups, 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.
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 Fb
Ft
Fv
Fc⊥
Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
AMERICAN WOOD COUNCIL
Cfu 1.01 1.04 1.07 1.10 1.16 1.19
AMERICAN FOREST & PAPER ASSOCIATION
Grade
Modulus of Elasticity E (106 psi)
DF DF DF DF DF HF HF HF HF SW AC AC AC AC
L3 L2 L2D L1CL L1D L3 L2 L1 L1D L3 L3 L2 L1D L1S
27 28 29 30 31 32 62 63 33 34 35 36 37 38 39(6) 40(6) 41(6) 42(6) 43(6) 44(6)
DF DF DF DF DF DF DF DF HF HF HF HF HF HF SW SW SW SW SW SW
1.9E2 2.1E2 2.3E2 1.9E6 2.1E6 2.3E6 2.2E2 2.2E6 1.6E2 1.9E2 2.1E2 1.6E4 1.9E6 2.1E6 1.6E2 1.9E2 2.1E2 1.6E4 1.9E6 2.1E6
E-Rated Western Species
1 2 3 4 5 14 15 16 17 22(6) 69 70 71 72 1.8 2.0 2.2 1.8 2.0 2.2 2.1 2.1 1.5 1.8 2.0 1.5 1.8 2.0 1.5 1.8 2.0 1.5 1.8 2.0
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
Visually Graded Western Species
Identification Species Number
0.93 1.04 1.14 0.93 1.04 1.14 1.09 1.09 0.78 0.93 1.04 0.78 0.93 1.04 0.78 0.93 1.04 0.78 0.93 1.04
0.78 0.83 0.98 0.98 1.04 0.67 0.73 0.83 0.88 0.52 0.62 0.67 0.83 0.83
Modulus of Elasticity for Beam and Column Stability Emin (106 psi)
560 650 650 560 650 650 650 650 375 500 500 375 500 500 315 315 315 315 315 315
560 560 650 590 650 375 375 375 500 315 470 470 560 560
Compression Perpendicular to Grain Fc⊥ (psi)
All Loading
900 1100 1250 1550 1800 1800 1150 1950 800 900 1100 1200 1550 1800 800 900 1100 1200 1550 1800
900 1250 1450 1400 1600 800 1050 1200 1400 525 725 975 1250 1250
2 or More Laminations Ft (psi)
Tension Parallel to Grain
1750 2000 2250 2100 2400 2400 1850 2300 1050 1500 1550 1450 1950 2400 1200 1500 1750 1550 1950 2100
1550 1950 2300 2100 2400 1100 1350 1500 1750 850 1150 1450 1900 1900
4 or More Laminations Fc (psi)
1200 1400 1550 1700 1950 2200 1500 2000 950 1200 1400 1350 1700 1950 950 1200 1400 1350 1700 1950
1200 1600 1850 1900 2100 975 1300 1450 1700 675 1100 1450 1900 1900
2 or 3 Laminations Fc (psi)
Compression Parallel to Grain
Axially Loaded
1450 1650 1900 2400 2400 2400 1800 2400 1200 1450 1650 2100 2400 2400 1200 1450 1650 2100 2400 2400
1450 1800 2100 2200 2400 1200 1500 1750 2000 800 1100 1400 1850 1850
4 or More Laminations Fby (psi)
1250 1450 1650 2400 2400 2400 1550 2400 1050 1250 1450 1900 2400 2400 1050 1250 1450 1900 2400 2400
1250 1600 1850 2000 2100 1050 1350 1550 1850 700 975 1250 1650 1650
3 Laminations Fby (psi)
1000 1150 1350 2100 2400 2400 1250 2400 850 1000 1150 1700 2100 2400 850 1000 1150 1700 2100 2400
1000 1300 1550 1650 1800 850 1100 1300 1550 550 775 1000 1400 1400
2 Laminations Fby (psi)
230 230 230 230 230 230 230 230 190 190 190 190 190 190 170 170 170 170 170 170
230 230 230 230 230 190 190 190 190 170 230 230 230 230
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
Fvx (psi) 265 265 265 265 265 215 215 215 215 195 265 265 265 265 265 265 265 265 265 265 265 265 215 215 215 215 215 215 195 195 195 195 195 195
2 Laminations to 15 in. Deep (5) Fbx (psi) 1250 1700 2000 1900 2200 1100 1450 1600 1900 725 1000 1350 1700 1900 1250 1500 1700 1800 2100 2400 1800 2200 1100 1300 1850 1400 1800 2100 1100 1250 1550 1400 1800 2100
Loaded Perpendicular to Wide Faces of Laminations Bending (4) Shear Parallel to Grain(3)
Bending About X-X Axis
(Members stressed primarily in axial tension or compression)1,2 (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 for Structural Glued Laminated Softwood Timber
REFERENCE DESIGN VALUES
Table 5B
only to be used with the 2005 NDS® and Wood Structural Design Data
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
65
4
Modulus of Elasticity E (106 psi)
AMERICAN WOOD COUNCIL
1:12 1:10
1:12 1:10
1:10 1:8
1:10 1:8
SP SP SP SP SP SP SP SP SP SP SP SP
N2M14 N2M10 N2M N2D14 N2D10 N2D N1M16 N1M12 N1M N1D14 N1D12 N1D
SP SP SP SP SP
2.1E2 2.3E2 1.9E6 2.1E6 2.3E6
2.0 2.2 1.8 2.0 2.2
1.4 1.4 1.4 1.7 1.7 1.7 1.7 1.7 1.7 1.9 1.9 1.9 1.04 1.14 0.93 1.04 1.14
0.73 0.73 0.73 0.88 0.88 0.88 0.88 0.88 0.88 0.98 0.98 0.98 740 740 650 740 740
650 650 650 740 740 740 650 650 650 740 740 740
Compression Perpendicular to Grain Fc⊥ (psi)
1100 1250 1550 1800 1800
1200 1150 1000 1400 1350 1150 1350 1300 1150 1550 1550 1350
2 or More Laminations Ft (psi)
Tension Parallel to Grain
2300 2400 1850 2300 2400
1900 1700 1500 2200 2000 1750 2100 1900 1700 2300 2200 2000
4 or More Laminations Fc (psi)
1400 1550 1700 1950 2200
1150 1150 1150 1350 1350 1350 1450 1450 1450 1700 1700 1700
2 or 3 Laminations Fc (psi)
Compression Parallel to Grain
Axially Loaded
1650 1900 2400 2400 2400
1750 1750 1600 2000 2000 1850 1950 1950 1850 2300 2300 2100
4 or More Laminations Fby (psi)
1450 1650 2400 2400 2400
1550 1550 1550 1800 1800 1800 1750 1750 1750 2100 2100 2100
3 Laminations Fby (psi)
1150 1350 2100 2400 2400
1300 1300 1300 1500 1500 1500 1500 1500 1500 1750 1750 1750
2 Laminations Fby (psi)
260 260 260 260 260
260 260 260 260 260 260 260 260 260 260 260 260
Fvy (psi)
Loaded Parallel to Wide Faces of Laminations Bending Shear Parallel to Grain(1)(2)(3)
Bending about Y-Y Axis
1500 1700 1800 2100 2400
1400 1400 1350 1600 1600 1600 1800 1750 1550 2100 2100 1800
2 Laminations to 15 in. Deep (5) Fbx (psi)
300 300 300 300 300
300 300 300 300 300 300 300 300 300 300 300 300
Fvx (psi)
Loaded Perpendicular to Wide Faces of Laminations Bending (4) Shear Parallel to Grain(3)
Bending About X-X Axis
1. For members with 2 or 3 laminations, the 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 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 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) and (3). 3. The design value for shear, Fvx and Fvy, shall be decreased by multiplying by a factor of 0.72 for non-prismatic members, notched members, and for all members subject to impact or cyclic loading. The reduced design value shall be used for design of members at connections (NDS 3.4.3.3) that transfer shear by mechanical fasteners. The reduced design value shall also be used for determination of design values for radial tension (NDS 5.2.2). 4. Tabulated design values are for members without special tension laminations. If special tension laminations are used, the design value for bending, Fbx, shall be permitted to be increased by multiplying by 1.18. This factor shall not be applied cumulatively with the adjustment in footnote (5). 5. For members greater than 15" deep and without special tension laminations, the bending design value, Fbx, shall be reduced by multiplying by a factor of 0.88. This factor shall not be applied cumulatively with the adjustment in footnote (4). 6. When Western Cedars, Western Cedars (North), Western Woods, and Redwood (open grain) are used in combinations for Softwood Species (SW), the design value for E shall be reduced by 100,000 psi and Emin shall be reduced by 50,000 psi. When Coast Sitka Spruce, Coast Species, Western White Pine, and Eastern White Pine are used in combinations for Softwood Species (SW) tabulated design values for shear parallel to grain, Fvx and Fvy, shall be reduced by 10 psi, before applying any other adjustments.
54 55 56 57 58
E-Rated Southern Pine
47 47 47 48 48 48 49 49 49 50 50 50
Visually Graded Southern Pine
Grade
Modulus of Elasticity for Beam and Column Stability Emin (106 psi)
All Loading
Use with Table 5B Adjustment Factors
(Members stressed primarily in axial tension or compression)1,2 (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 for Structural Glued Laminated Softwood Timber
Identification Species Number
Table 5B (Cont.)
only to be used with the 2005 NDS® and Wood Structural Design Data 66 2005 REFERENCE DESIGN VALUES
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
67
Table 5C Adjustment Factors
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:
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
CV = (21/L)
1/x
1/x
(12/d)
(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
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"
multiple piece width layups, 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.
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 Fb
Ft
Fv
Fc⊥
Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
AMERICAN FOREST & PAPER ASSOCIATION
Cfu 1.01 1.04 1.07 1.10 1.16 1.19
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
Volume Factor, CV
AMERICAN WOOD COUNCIL
1,600 1,600 2,000 2,000 2,400 2,400 2,400 2,400 2,400
1,200 1,200 1,400 1,400 1,400 1,400 1,600 1,600 1,600 1,600 2,000 2,000 800 1,600 1,000 2,000 1,200 2,400 1,200 1,200 1,200
440 440 590 590 770 770 590 895 1,075
285 285 405 590 405 590 590 835 590 835 835 835
(psi)
(psi) 600 1,200 700 700 1,400 1,400 800 800 1,600 1,600 1,000 2,000
Fc⊥x
Fbx-
125 125 155 155 180 180 155 220 235
125 125 155 180 155 180 180 200 180 200 200 200
(psi)
Fvx 6
6
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 0.73 0.73 0.83 0.83 0.93 0.93 0.93 0.93 0.93
0.62 0.62 0.67 0.67 0.67 0.67 0.73 0.78 0.73 0.83 0.88 0.88
(10 psi) (10 psi)
Ex min
1,250 1,400 1,350 1,600 1,550 1,650 1,450 1,650 1,700
1,050 1,050 1,250 1,450 1,250 1,450 1,400 1,700 1,400 1,700 1,700 1,700
(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
110 110 135 135 160 160 135 195 205
110 110 135 160 135 160 160 175 160 175 175 175
(psi)
Fvy(2)
Modulus Extreme Compression Shear of Fiber in Perpendicular Parallel Elasticity Bending to Grain to Grain for Beam (Horizontal) and Column Stability
Ex
Shear Modulus Parallel of to Grain Elasticity (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
0.62 0.62 0.67 0.67 0.78 0.78 0.78 0.83 0.78
0.52 0.57 0.57 0.57 0.57 0.57 0.62 0.67 0.62 0.67 0.73 0.73
6
Ey min
825 900 950 1,050 1,050 1,050 975 1,050 1,100
600 625 700 750 725 775 800 875 850 900 975 1,000
(psi)
Ft
975 1,000 1,050 1,100 1,400 1,400 1,200 1,350 1,450
800 860 950 1,200 950 1,200 1,200 1,250 1,200 1,300 1,400 1,400
(psi)
Fc
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
(106 psi)
E axial
Modulus Tension Compression Modulus of Parallel to Parallel to of Elasticity Grain Grain Elasticity for Beam and Column Stability
(10 psi) (10 psi)
6
Ey
Modulus of Elasticity
Axially Loaded
1. Design values in this table were excerpted from AITC 119-96 Standard Specifications for Structural Glued Laminated Timber of Hardwood Species. Design values are applicable to members with 4 or more laminations. For 2 and 3 lamination members see Table 5D. 2. 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.
16F-E1 16F-E2 20F-E1 20F-E2 24F-E1 24F-E2 24F-E3 YP 24F-E4 RM 24F-E5 RO
E-Rated 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
Compression Zone Stressed in Tension
(Positive Bending) (Negative Bending)
Tension Zone Stressed in Tension
Compression Perpendicular to Grain
Loaded Parallel to Wide Faces of Laminations
Loaded Perpendicular to Wide Faces of Laminations
Extreme Fiber in Bending
Bending About Y-Y Axis
Bending About X-X 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)1 (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 for Structural Glued Laminated Hardwood Timber
Combination Fbx+ Symbol (psi) Visually Graded Hardwoods
Table 5C
only to be used with the 2005 NDS® and Wood Structural Design Data 68 2005 REFERENCE DESIGN VALUES
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
69
Table 5D Adjustment Factors
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:
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
CV = (21/L)
1/x
1/x
(12/d)
(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
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"
multiple piece width layups, 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.
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 Fb
Ft
Fv
Fc⊥
Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
AMERICAN FOREST & PAPER ASSOCIATION
Cfu 1.01 1.04 1.07 1.10 1.16 1.19
4 REFERENCE DESIGN VALUES
only to be used with the 2005 NDS® and Wood Structural Design Data
Volume Factor, CV
Group
Elasticity E (106 psi)
Modulus of
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
N3 N2 N1 SS N3 N2 N1 SS N3 N2 N1 SS N3 N2 N1 SS
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
Grade
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
Stability Emin (106 psi)
Modulus of Elasticity for Beam and Column
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 1,000 1,150 350 750 850 950 300 625 725 825 250 550 625 700
nations Ft (psi) 900 1,300 1,450 1,600 800 1,150 1,300 1,450 625 900 1,000 1,100 575 825 925 1,050
nations Fc (psi) 900 1,300 1,450 1,600 800 1,150 1,300 1,450 625 900 1,000 1,100 575 825 925 1,050
nations Fc (psi)
2 or 3 Lami-
Compression Parallel to Grain
Axially Loaded
Compression 2 or More 4 or More Perpendicular LamiLami-
All Loading
1,250 1,700 2,000 2,000 1,050 1,450 1,650 1,700 900 1,200 1,400 1,450 775 1,050 1,200 1,250
nations Fby (psi)
4 or More Lami-
1,100 1,550 1,800 1,850 900 1,300 1,500 1,550 800 1,100 1,300 1,350 675 950 1,100 1,150
nations Fby (psi)
3 Lami-
Bending
875 1,300 1,550 1,600 750 1,050 1,300 1,350 625 925 1,100 1,150 550 800 950 1,000
90 90 90 90 80 80 80 80 70 70 70 70 55 55 55 55
nations laminations(3) Fby Fvy (psi) (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 Laminations for members with 4 or More multiple piece Lami2 Lami-
165 165 165 165 150 150 150 150 130 130 130 130 105 105 105 105
150 150 150 150 135 135 135 135 115 115 115 115 95 95 95 95
nations nations Fvy Fvy (psi) (psi)
3 Lami-
925 1,200 1,600 1,700 750 1,000 1,350 1,400 675 875 1,150 1,200 575 750 1,000 1,050
Lams Fbx (psi)
2 Laminations to 15 in. Deep (4) without Special Tension
1,200 1,500 1,800 2,000 1,000 1,200 1,600 1,700 900 1,100 1,400 1,500 775 925 1,150 1,300
Lams (5) Fbx (psi)
4 or More Laminations with Special Tension
Bending
200 200 200 200 180 180 180 180 155 155 155 155 125 125 125 125
nations Fvx (psi)
2 or More Lami-
Shear Parallel to Grain
Loaded Parallel to Wide Faces of Laminations Shear Parallel to Grain
Bending About X-X Axis Loaded Perpendicular to Wide Faces of Laminations
Bending about Y-Y Axis
Use with Table 5D Adjustment Factors
(Members stressed primarily in axial tension or compression)1,2 (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 for Structural Glued Laminated Hardwood Timber
Combination Species
Table 5D
only to be used with the 2005 NDS® and Wood Structural Design Data 70 2005 REFERENCE DESIGN VALUES
AMERICAN WOOD COUNCIL
Group
Grade
A A A A A B B B B B C C C C C D D D D D D
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
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
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
Stability Emin (106 psi) 1,015 1,015 1,015 1,015 1,015 770 770 770 770 770 590 590 590 590 590 440 440 440 440 440 440
to Grain Fc⊥ (psi) 1,000 1,150 1,450 1,350 1,700 1,000 1,150 1,450 1,350 1,700 1,000 1,150 1,450 1,350 1,700 1,000 1,250 1,150 1,450 1,350 1,700
nations Ft (psi) 1,500 1,950 2,000 2,600 2,430 1,500 1,950 2,000 2,300 2,400 1,500 1,950 2,000 2,300 2,400 1,500 1,500 1,950 2,000 2,300 2,400
nations Fc (psi) 1,350 1,850 1,900 2,200 2,300 1,350 1,850 1,900 2,200 2,300 1,350 1,850 1,900 2,200 2,300 1,350 1,400 1,850 1,900 2,200 2,300
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
1,850 2,100 2,300 2,400 2,400 1,850 2,100 2,300 2,400 2,400 1,850 2,100 2,300 2,400 2,400 1,850 2,000 2,100 2,300 2,400 2,400
nations Fby (psi)
4 or More Lami-
1,750 2,000 2,200 2,300 2,400 1,750 2,000 2,200 2,300 2,400 1,750 2,000 2,200 2,300 2,400 1,750 1,900 2,000 2,200 2,300 2,400
nations Fby (psi)
3 Lami-
Bending
1,550 1,750 1,950 2,100 2,300 1,550 1,750 1,950 2,100 2,300 1,550 1,750 1,950 2,100 2,300 1,550 1,700 1,750 1,950 2,100 2,300
90 90 90 90 90 80 80 80 80 80 70 70 70 70 70 55 55 55 55 55 55
nations laminations(3) Fby Fvy (psi) (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)
Laminations for members with 4 or More multiple piece Lami-
4 or More
nations Fvy (psi) 150 150 150 150 150 135 135 135 135 135 115 115 115 115 115 95 95 95 95 95 95
165 165 165 165 165 150 150 150 150 150 130 130 130 130 130 105 105 105 105 105 105
2 Lami-
nations Fvy (psi)
3 Lami-
Shear Parallel to Grain
Loaded Parallel to Wide Faces of Laminations
Bending about Y-Y Axis
REFERENCE DESIGN VALUES
AMERICAN FOREST & PAPER ASSOCIATION
Bending About X-X Axis
nations Fvx (psi)
nations with Special Tension Lams (5) Fbx (psi) 1,450 1,850 2,000 2,200 2,600 1,450 1,850 2,000 2,200 2,600 1,450 1,850 2,000 2,200 2,600 1,450 1,600 1,850 2,000 2,200 2,600
15 in. Deep (4) without Special Tension Lams Fbx (psi) 1,200 1,450 1,650 1,700 2,100 1,200 1,450 1,650 1,700 2,100 1,200 1,450 1,650 1,700 2,100 1,200 1,250 1,450 1,650 1,700 2,100
200 200 200 200 200 180 180 180 180 180 155 155 155 155 155 125 125 125 125 125 125
2 or More Lami-
4 or More Lami-
Shear Parallel to Grain
2 Laminations to
Bending
Loaded Perpendicular to Wide Faces of Laminations
1. Design values in this table are for combinations conforming to AITC 119-96 (Standard Specifications for Structural Glued Laminated Timber of Hardwood Species), by American Institute of Timber Construction, and manufactured in accordance with American National Standard ANSI/AITC A190.1-2002 (Structural Glued Laminated Timber). 2. The combinations in this table are intended primarily for members loaded axially or in bending with the loads acting parallel to the wide faces of the laminations (bending about Y-Y axis). Design values for bending due to loading applied perpendicular to the wide faces of the laminations (bending about X-X axis) are also included; however, the combinations in Table 5C are preferred for this condition of loading. 3. Values apply to members manufactured using multiple piece laminations with unbonded edge joints. For members with 5, 7, or 9 laminations, value shall be multiplied by 0.8. 4. For members greater than 15" deep, values shall be reduced by multiplying by a factor of 0.88. 5. These design values require the use of special tension laminations. If these design values are used, the designer shall specify the required design value as well as the combination symbol.
H17 H18 H19 H20 H21 H22 H23 H24 H25 H26 H27 H28 H29 H30 H31 H32 H33 H34 H35 H36 H37
Elasticity E (106 psi)
Modulus of
Elasticity for Beam and Column
Modulus of
All Loading
Use with Table 5D Adjustment Factors
(Members stressed primarily in axial tension or compression)1,2 (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 for Structural Glued Laminated Hardwood Timber
E-Rated Hardwoods
Symbol
Combination Species
Table 5D (Cont.)
only to be used with the 2005 NDS® and Wood Structural Design Data
2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
71
4
AMERICAN FOREST & PAPER ASSOCIATION American Wood Council
Engineered and Traditional Wood Products
February 2007 2007 ERRATA/ADDENDUM to the 2005 Edition of the National Design Specification® (NDS®) for Wood Construction Supplement: Design Values for Wood Construction (printed versions dated 04-05 2M, 09-05 2M, and 08-06 5M; web version 07-07) Page Revision 4 In Table 2.1, revise the following: Species or Species Species That May Be Combination Included in Combination Coast Sitka Spruce Coast Sitka Spruce Yellow Cedar Yellow Cedar 32
Grading Rules Agencies NLGA NLGA
Design Values Provided in Tables 4A, 4D, 4E 4A
In Table 4A, add the following design values for Coast Sitka Spruce Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc⊥
Fc
E
Emin
1300
950
125
455
1200
1,700,000
620,000
925
550
125
455
1100
1,500,000
550,000
525
325
125
455
625
1,400,000
510,000
Modulus of Elasticity
Grading Rules Agency
Coast Sitka Spruce4 Select Structural No. 1 / No. 2
2” & wider
No. 3 Stud
2” & wider
Construction Standard
2”-4” wide
Utility
34
725
450
125
455
675
1,400,000
510,000
1050
650
125
455
1300
1,400,000
510,000
600
350
125
455
1100
1,300,000
470,000
275
175
125
455
725
1,200,000
440,000
NLGA
In Table 4A, revise the following design values for Northern Species Design values in pounds per square inch (psi)
Species and commercial grade
Size classification
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc⊥
Fc
E
Emin
1,000 975
450 425
110
350
1,100
1,100,000
400,000
Modulus of Elasticity
Grading Rules Agency
Northern Species Select Structural No. 1 / No. 2
2” & wider
No. 3 Stud
2” & wider
Construction Standard Utility
2”-4” wide
600 625
275
110
350
850
1,100,000
400,000
350
150
110
350
500
1,000,000
370,000
475
225
110
350
550
1,000,000
370,000
700
300 325
110
350
1,050
1,000,000
370,000
400
175
110
350
875
900,000
330,000
175
75
110
350
575
900,000
330,000
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-4713 - Fax: 202 463-2791 - www.awc.org ® ® America’s Forest & Paper People - Improving Tomorrow’s Environment Today
NLGA
February 2007 Errata/Addendum Page 2
Page
Revision
36
In Table 4A, add the following design values for Yellow Cedar Design values in pounds per square inch (psi)
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc⊥
Fc
E
Emin
1200
725
175
540
1200
1,600,000
580,000
800
475
175
540
1000
1,400,000
510,000
475
275
175
540
575
1,200,000
440,000
625
375
175
540
650
1,200,000
440,000
Construction
925
550
175
540
1200
1,300,000
470,000
Standard
525
300
175
540
1050
1,200,000
440,000
250
150
175
540
675
1,100,000
400,000
Species and commercial grade
Size classification
Modulus of Elasticity
Grading Rules Agency
4
Yellow Cedar
Select Structural No. 1 / No. 2
2” & wider
No. 3 Stud
Utility
36
2” & wider 2”-4” wide
NLGA
In Table 4A, add the following footnote: 4. SPECIFIC GRAVITY, G. Specific gravity values are provided below for visually graded dimension lumber. Note that the value for Coast Sitka Spruce is applicable only for visually graded dimension lumber (2” – 4” thick). See NDS Table 11.3.2A for the specific gravity value applicable to Coast Sitka Spruce used as visually graded timber (5”x5” and larger) and visually graded decking. Specific Gravity, G Species Coast Sitka Spruce 0.43 Yellow Cedar 0.46
Grading Rules Agency NLGA NLGA
1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-4713 - Fax: 202 463-2791 - www.awc.org ® ® America’s Forest & Paper People - Improving Tomorrow’s Environment Today
American Wood Council Engineered and Traditional Wood Products
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 of wood products.
2005 EDITION
S
U
P
P
L
E
M
E
N
T ®
N DS N AT I O N A L
DESIGN
S P E C I F I C AT I O N
®
DESIGN VALUES FOR WOOD CONSTRUCTION
American Forest & Paper Association American Wood Council 1111 19th Street, NW Suite 800 Washington, DC 20036 www.awc.org
[email protected] America's Forest & Paper People ® Improving Tomorrow's Environment Today ®
NDS 2005 Supplement Cover revised June 2007.pmd 1
American Forest & Paper Association ISBN 0-9625985-2-6 07-07
American Wood Council
0.5M
6/21/2007, 2:57 PM
