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NDS
®
Supplement
National Design Specification® Design Values for Wood Construction
2015 EDITION
November 2014
Updates and Errata While every precaution has been taken to ensure the accuracy of this document, errors may have occurred during development. Updates or Errata are posted to the American Wood Council website at www.awc.org. Technical inquiries may be addressed to
[email protected].
The American Wood Council (AWC) is the voice of North American traditional and engineered wood products. From a renewable resource that absorbs and sequesters carbon, the wood products industry makes products that are essential to everyday life. AWC’s engineers, technologists, scientists, and building code experts develop state-of-the-art engineering data, technology, and standards on structural wood products for use by design professionals, building officials, and wood products manufacturers to assure the safe and efficient design and use of wood structural components. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized.
NDS
®
Supplement
National Design Specification® Design Values for Wood Construction
2015 EDITION
Copyright © 2014 American Wood Council
November 2014
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
National Design Specification (NDS) Supplement: Design Values for Wood Construction 2015 Edition First Web Version: November 2014 ISBN 978-1-940383-06-4 Copyright © 2014 by American Wood Council All rights reserved. No part of this publication may be reproduced, distributed, or transmitted in any form or by any means, including, without limitation, electronic, optical, or mechanical means (by way of example and not limitation, photocopying, or recording by or in an information storage retrieval system) without express written permission of the American Wood Council. For information on permission to copy material, please contact: Copyright Permission American Wood Council 222 Catoctin Circle, SE, Suite 201 Leesburg, VA 20175
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iii
Introduction This Supplement is a compendium of reference design values for structural sawn lumber, structural glued laminated timber, and round timber piles and poles. These reference design values have been obtained from the organizations responsible for establishing design values for these products. Reference design values in this Supplement are provided as a courtesy for use with the design provisions of the National Design Specification® (NDS®) for Wood Construction, 2015 Edition. Lumber Reference design values for lumber in this Supplement are obtained from grading rules published by seven agencies: National Lumber Grades Authority (a Canadian agency), Northeastern Lumber Manufacturers Association, Northern Softwood Lumber Bureau, Redwood Inspection Service, Southern Pine Inspection Bureau, West Coast Lumber Inspection Bureau, and Western Wood Products Association. Grading rules promulgated by these agencies, including reference design values therein, have been approved by the Board of Review of the American Lumber Standard Committee and certified for conformance with U.S. Department of Commerce Voluntary Product Standard PS 20-10 (American Softwood Lumber Standard). Reference design values for most species and grades of visually graded dimension lumber are based on provisions of ASTM Standard D 1990-14 (Establishing Allowable Properties for Visually Graded Dimension Lumber from In-Grade Tests of Full-Size Specimens). Reference design values for visually graded timbers, decking, and some species and grades of dimension lumber are based on provisions of ASTM Standard D 245-06 (2011) (Establishing Structural Grades and Related Allowable Properties for Visually Graded Lumber). Methods in ASTM Standard D 245 involve adjusting strength properties of small clear specimens of wood, as given in ASTM Standard D 255506 (2011) (Establishing Clear Wood Strength Values), for effects of knots, slope of grain, splits, checks, size, duration of load, moisture content, and other influencing factors, to obtain reference design values applicable to normal conditions of service. Lumber structures designed on the basis of working stresses derived from ASTM Standard D 245 procedures and standard design criteria have a long history of satisfactory performance. Reference design values for machine stress rated (MSR) lumber and machine evaluated lumber (MEL) are based on nondestructive testing of individual pieces. Certain visual grade requirements also apply to such lumber. The stress rating system used for MSR and MEL lumber is regularly checked by the responsible grading agency
for conformance to established certification and quality control procedures. For additional information on development and applicability of lumber reference design values, grading rules published by individual agencies and referenced ASTM Standards should be consulted. Structural Glued Laminated Timber Reference design values in this Supplement for structural glued laminated timber are developed and published by the American Institute of Timber Construction (AITC) and APA–The Engineered Wood Association (APA) in accordance with principles originally established by the U.S. Forest Products Laboratory in the early 1950s. These principles involve adjusting strength properties of clear straight grained lumber to account for knots, slope of grain, density, size of member, number of laminations, and other factors unique to laminated timber. Specific methods used to establish reference design values have been periodically revised and improved to reflect results of tests of large structural glued laminated timber members conducted by the U.S. Forest Products Laboratory and other accredited testing agencies. The performance history of structures made with structural glued laminated timber conforming to AITC or APA specifications and manufactured in accordance with American National Standard ANSI A190.1-2012 (Structural Glued Laminated Timber) has demonstrated the validity of methods used to establish structural glued laminated timber reference design values. Round Timber Piles and Poles Reference design values in this Supplement for round timber piles and poles are developed by the Timber Piling Council of the Southern Pressure Treaters’ Association in accordance with principles originally established by the U.S. Forest Products Laboratory in the early 1950s and contained in ASTM D 2899-12 (Standard Practice for Establishing Allowable Stresses for Round Timber Piles) and ASTM D 3200-74 (2012) (Standard Practice for Establishing Allowable Stresses for Round Timber Construction Poles), respectively. These principles involve adjusting strength properties of clear straight grained poles to account for knots, slope of grain, density, size of member, and other factors unique to timber poles. Specific methods used to establish reference design values are contained in D 2899 and are used by D 3200. These methods have been revised to reflect results of fullsize tests of timber piles. Conditions of Use Reference design values presented in this Supplement
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
are for normal load duration under dry conditions of service. Because the strength of wood varies with conditions under which it is used, these reference design values should only be applied in conjunction with appropriate design and service recommendations from the NDS. Additionally, reference design values in this Supplement apply only to material identified by the grade mark of, or certificate of inspection issued by, a grading or inspection bureau or agency recognized as being competent. American Wood Council
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TABLE OF CONTENTS Chapter/Title Page
Chapter/Title Page
1
Sawn Lumber Grading Agencies ...............................1
3
Section Properties ............................................................................... 11
2
Species Combinations .......................................................................3
4
Reference Design Values ................................................... 31
1.1 List of Sawn Lumber Grading Agencies
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
3.1 Section Properties of Sawn Lumber and Structural Glued Laminated Timber
LIST OF TABLES 1A Nominal and Minimum Dressed Sizes of Sawn Lumber........................................................ 13 1B Section Properties of Standard Dressed (S4S) Sawn Lumber.............................................. 14 1C Section Properties of Western Species Structural Glued Laminated Timber...................................... 16 1D Section Properties of Southern Pine Structural Glued Laminated Timber...................................... 23 4A Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick) (All species except Southern Pine)........................................... 32 4B Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick) ....................................................... 39 4C Reference Design Values for Mechanically Graded Dimension Lumber.................................. 42 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger) ................................ 46
4F Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick).......................................... 57 5A Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in bending)............................................ 62 5B Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in axial tension or compression)........... 66 5C Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in bending)............................................ 68 5D Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in axial tension or compression)........... 71 6A Reference Design Values for Treated Round Timber Piles Graded per ASTM D25................... 74 6B Reference Design Values for Round Timber Construction Poles Graded per ASTM D3200..... 74
4E Reference Design Values for Visually Graded Decking................................................................. 53
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
1
1
SAWN LUMBER GRADING AGENCIES
1.1
List of Sawn Lumber Grading Agencies 2
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SAWN LUMBER GRADING AGENCIES
1.1 List of Sawn Lumber Grading Agencies Following is a list of agencies certified by the American Lumber Standard Committee Board of Review (as of 2011) for inspection and grading of untreated lumber under the rules indicated. For the most up-to-date list of certified agencies contact: American Lumber Standard Committee P.O. Box 210 Germantown, Maryland 20875-0210 www.alsc.org
Rules Writing Agencies
Rules for which grading is authorized
Northeastern Lumber Manufacturers Association (NELMA).............. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA 272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021 Northern Softwood Lumber Bureau (NSLB).................................................................. NLGA, NSLB, WCLIB, WWPA 272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021 Redwood Inspection Service (RIS)................................................................................................... RIS, WCLIB, WWPA 818 Grayson Road, Suite 201, Pleasant Hill, California 94523 Southern Pine Inspection Bureau (SPIB).............................................. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA 4709 Scenic Highway, Pensacola, Florida 32504 West Coast Lumber Inspection Bureau (WCLIB).....................................................NLGA, RIS, SPIB, WCLIB, WWPA 6980 SW Varnes Road, P.O. Box 23145, Tigard, Oregon 97223 Western Wood Products Association (WWPA)......................................... NELMA, NLGA, RIS, SPIB, WCLIB, WWPA 522 SW Fifth Avenue, Suite 500, Portland, Oregon 97204 National Lumber Grades Authority (NLGA) 13401-108th Avenue, Suite 105, Surrey, BC, Canada V3T 5T3
Non-Rules Writing Agencies American Institute of Timber Construction.......................................................................NLGA, SPIB, WCLIB, WWPA Continental Inspection Agency, LLC................................................................................... NLGA, RIS, WCLIB, WWPA Pacific Lumber Inspection Bureau, Inc................................................................................ NLGA, RIS, WCLIB, WWPA Renewable Resource Associates, Inc.................................................... NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA Stafford Inspection and Consulting, LLC............................................. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA Timber Products Inspection.......................................................... NELMA, NLGA, NSLB, RIS, SPIB,WCLIB, WWPA Alberta Forest Products Association......................................................................................................................... NLGA Canadian Mill Services Association........................................................................................................... NLGA, WWPA Canadian Softwood Inspection Agency, Inc................................................................................ NLGA, WCLIB, WWPA Central Forest Products Association......................................................................................................... NELMA, NLGA Council of Forest Industries........................................................................................................................ NLGA, WWPA Macdonald Inspection.................................................................................................................. NLGA, WCLIB, WWPA Maritime Lumber Bureau......................................................................................................................... NELMA, NLGA Newfoundland and Labrador Lumber Producers Association.................................................................................. NLGA Ontario Forest Industries Association – Home of CLA Grading and Inspection..................................... NELMA, NLGA Ontario Lumber Manufacturers Agency................................................................................................... NELMA, NLGA Quebec Forest Industry Council............................................................................................................... NELMA, NLGA
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
SPECIES COMBINATIONS
2
2.1
List of Sawn Lumber Species Combinations
4
2.2
List of Non-North American Sawn Lumber Species Combinations
8
2.3
List of Structural Glued Laminated Timber Species Combinations
9
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3
4
SPECIES COMBINATIONS
2.1 List of Sawn Lumber Species Combinations Species or Species Combination
Species That May Be Included in Combination
Grading Rules Agencies
Design Values Provided in Tables
Alaska Cedar WCLIB 4A Alaska Hemlock WWPA 4A Alaska Spruce Alaska Sitka Spruce WWPA 4A Alaska White Spruce Alaska Yellow Cedar WCLIB, WWPA 4A Aspen Big Tooth Aspen NELMA 4A Quaking Aspen NSLB WWPA Baldcypress SPIB 4A, Balsam Fir NELMA 4D, NSLB Beech-Birch-Hickory American Beech NELMA 4A, Bitternut Hickory Mockernut Hickory Nutmeg Hickory Pecan Hickory Pignut Hickory Shagbark Hickory Shellbark Hickory Sweet Birch Water Hickory Yellow Birch Coast Sitka Spruce NLGA 4A, Coast Species Amabilis Fir NLGA 4E Coast Sitka Spruce Douglas Fir Western Hemlock Western Larch Cottonwood NSLB 4A Douglas Fir-Larch Douglas Fir WCLIB 4A, Western Larch WWPA Douglas Fir-Larch (North) Douglas Fir NLGA 4A, Western Larch Douglas Fir-South WWPA 4A, Eastern Hemlock NELMA 4D NSLB Eastern Hemlock-Balsam Fir Balsam Fir NELMA 4A Eastern Hemlock Tamarack Eastern Hemlock-Tamarack Eastern Hemlock NELMA 4A, Tamarack NSLB Eastern Hemlock-Tamarack (North) Eastern Hemlock NLGA 4D, Tamarack
4D 4E 4D
4D, 4E
4C, 4D, 4E 4C, 4D, 4E 4C, 4D, 4E
4D, 4E 4E
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
5
2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination
Species That May Be Included in Combination
Grading Rules Agencies NELMA NSLB
4A
NELMA NSLB NELMA NSLB NLGA WCLIB WWPA
4D, 4E
NLGA
4A, 4C, 4D, 4E
NELMA
4A, 4D
NELMA
4A, 4D
SPIB
4B, 4C, 4D
WWPA, WCLIB NELMA NSLB
4D 4D, 4E
NELMA
4A, 4D
NLGA
4A, 4C, 4E
NELMA NLGA
4A, 4D, 4E 4D, 4E
4A, 4D, 4E 4E 4A, 4C, 4D, 4E
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2 SPECIES COMBINATIONS
Eastern Softwoods Balsam Fir Black Spruce Eastern Hemlock Eastern White Pine Jack Pine Norway (Red) Pine Pitch Pine Red Spruce Tamarack White Spruce Eastern Spruce Black Spruce Red Spruce White Spruce Eastern White Pine Eastern White Pine (North) Hem-Fir California Red Fir Grand Fir Noble Fir Pacific Silver Fir Western Hemlock White Fir Hem-Fir (North) Amabilis Fir Western Hemlock Mixed Maple Black Maple Red Maple Silver Maple Sugar Maple Mixed Oak All Oak Species graded under NELMA rules Mixed Southern Pine Any species in the Southern Pine species combination, plus either or both of the following: Pond Pine Virginia Pine Mountain Hemlock Northern Pine Jack Pine Norway (Red) Pine Pitch Pine Northern Red Oak Black Oak Northern Red Oak Pin Oak Scarlet Oak Northern Species Any species graded under NLGA rules except Red Alder, White Birch, and Norway Spruce Northern White Cedar Ponderosa Pine
Design Values Provided in Tables
6
6
SPECIES COMBINATIONS
2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination
Species That May Be Included in Combination
Red Maple Red Oak Black Oak Cherrybark Oak Laurel Oak Northern Red Oak Pin Oak Scarlet Oak Southern Red Oak Water Oak Willow Oak Red Pine Redwood Sitka Spruce Southern Pine Loblolly Pine Longleaf Pine Shortleaf Pine Slash Pine Spruce-Pine-Fir Alpine Fir Balsam Fir Black Spruce Engelmann Spruce Jack Pine Lodgepole Pine Red Spruce White Spruce Spruce-Pine-Fir (South) Balsam Fir Black Spruce Engelmann Spruce Jack Pine Lodgepole Pine Norway (Red) Pine Red Spruce Sitka Spruce White Spruce Western Cedars Alaska Cedar Incense Cedar Port Orford Cedar Western Red Cedar Western Cedars (North) Pacific Coast Yellow Cedar Western Red Cedar Western Hemlock Western Hemlock (North) Western White Pine
Grading Rules Agencies
Design Values Provided in Tables
NELMA NELMA
4A, 4D 4A, 4D
NLGA RIS WWPA, WCLIB SPIB
4D, 4E 4A, 4D, 4E 4D, 4E 4B, 4C, 4D, 4E
NLGA
4A, 4C, 4D, 4E
NELMA NSLB WCLIB WWPA
4A, 4C, 4D, 4E
WCLIB WWPA
4A, 4C, 4D, 4E
NLGA
4D, 4E
WWPA, WCLIB NLGA NLGA
4D, 4E 4D, 4E 4D, 4E
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
7
2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination
Species That May Be Included in Combination
Grading Rules Agencies
4A, 4C, 4D, 4E
4A, 4D
6
4A 4A
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2 SPECIES COMBINATIONS
Western Woods Any species in the Douglas WCLIB Fir-Larch, Douglas Fir-South, WWPA Hem-Fir, and Spruce-Pine-Fir (South) species combinations, plus any or all of the following: Alpine Fir Idaho White Pine Mountain Hemlock Ponderosa Pine Sugar Pine White Oak Bur Oak NELMA Chestnut Oak Live Oak Overcup Oak Post Oak Swamp Chestnut Oak Swamp White Oak White Oak Yellow Cedar NLGA Yellow Poplar NSLB
Design Values Provided in Tables
8
SPECIES COMBINATIONS
2.2 List of Non-North American Sawn Lumber Species Combinations Species or Species Combination
Species That May Be Included in Combination
Grading Rules Agency
Austrian Spruce - Austria & The Czech Republic WCLIB Douglas Fir - France & Germany WCLIB Douglas Fir/European Larch - Austria, The Douglas Fir WCLIB Czech Republic, & Bavaria European Larch Montane Pine - South Africa WCLIB Norway Spruce - Estonia, Latvia, & Lithuania WCLIB Norway Spruce - Finland WCLIB Norway Spruce - Germany, NE France, WCLIB & Switzerland Norway Spruce - Romania & Ukraine WCLIB Norway Spruce - Sweden WCLIB Scots Pine - Austria, The Czech Republic, WCLIB Romania, & Ukraine Scots Pine - Estonia, Latvia, & Lithuania WCLIB Scots Pine - Finland WCLIB Scots Pine - Germany* WCLIB Scots Pine - Sweden WCLIB Silver Fir (Abies alba) - Germany, NE France, WCLIB & Switzerland Southern Pine - Misiones Argentina SPIB Southern Pine - Misiones Argentina, Free of SPIB Heart Center and Medium Grain Density
DesignValues Provided in Tables 4F 4F 4F 4F 4F 4F 4F 4F 4F 4F 4F 4F 4F 4F 4F 4F 4F
* Does not include states of Baden-Wurttemburg and Saarland.
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9
2.3 List of Structural Glued Laminated Timber Species Combinations Species or Species Group Alaska Cedar Douglas Fir-Larch
Symbol AC DF
Hem-Fir HF Softwood Species SW Southern Pine SP Spruce-Pine-Fir SPF
Design Values Provided in Tables
Alaska Cedar Douglas Fir, Western Larch
5A, 5B 5A, 5B
California Red Fir Grand Fir Noble Fir Pacific Silver Fir Western Hemlock White Fir Alpine Fir Balsam Fir Black Spruce Douglas Fir Douglas Fir South Engelmann Spruce Idaho White Pine Jack Pine Lodgepole Pine Mountain Hemlock Ponderosa Pine Red Spruce Sugar Pine Western Larch Western Red Cedar White Spruce Loblolly Pine Longleaf Pine Shortleaf Pine Slash Pine Alpine Fir Balsam Fir Black Spruce Engelmann Spruce Jack Pine Lodgepole Pine Norway Pine Red Spruce Sitka Spruce White Spruce
5A, 5B
Black Spruce Red Spruce White Spruce
5A
5A, 5B
6
5A, 5B
5A
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2 SPECIES COMBINATIONS
Eastern Spruce ES
Species That May Be Included in Group
10
SPECIES COMBINATIONS
2.3 List of Structural Glued Laminated Timber Species Combinations (Cont.) Species or Species Group
Symbol
Species That May Be Included in Group
Group A Hardwoods A Ash, White Beech, American Birch, Sweet Birch, Yellow Hickory, Bitternut Hickory, Mockernut Hickory, Nutmeg Hickory, Pecan Hickory, Pignut Hickory, Shagbark Hickory, Shellbark Hickory, Water Oak, Northern Red Oak, White Group B Hardwoods B Elm, Rock Maple, Black Maple, Red Mixed Oak: Black Bur Cherrybark Chestnut Laurel Live Northern Red Overcup Pin Post Scarlet Southern Red Swamp Chestnut Swamp White Water White Sweetgum Group C Hardwoods C Ash, Black Elm, American Tupulo, Water Yellow Poplar Group D Hardwoods D Aspen, Bigtooth Aspen, Quaking Cottonwood, Eastern Mixed Maple: Black Red Silver Sugar
Design Values Provided in Tables 5C, 5D
5C, 5D
5C, 5D
5C, 5D
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
SECTION PROPERTIES
3.1
Section Properties of Sawn Lumber and Structural Glued Laminated Timber
3
12
Table 1A Nominal and Minimum Dressed Sizes of Sawn Lumber................................................................... 13 Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber......................................................... 14 Table 1C Section Properties of Western Species Structural Glued Laminated Timber.................. 16 Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber.................. 22
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12
SECTION PROPERTIES
3.1 Section Properties of Sawn Lumber and Structural Glued Laminated Timber 3.1.1 Standard Sizes of Sawn Lumber Details regarding the dressed sizes of various species of lumber in the grading rules of the agencies which formulate and maintain such rules. The dressed sizes in Table 1A conform to the sizes set forth in U.S. Department of Commerce Voluntary Product Standard PS 20-10 (American Softwood Lumber Standard). While these sizes are generally available on a commercial basis, it is good practice to consult the local lumber dealer to determine what sizes are on hand or can be readily secured. Dry lumber is defined as lumber which has been seasoned to a moisture content of 19% or less. Green lumber is defined as lumber having a moisture content in excess of 19%.
MOMENT OF INERTIA, I, of the cross section of a beam is the sum of the products of each of its elementary areas multiplied by the square of their distance from the neutral axis of the section. SECTION MODULUS, S, is the moment of inertia divided by the distance from the neutral axis to the extreme fiber of the section. CROSS SECTION is a section taken through the member perpendicular to its longitudinal axis. The following symbols and formulas apply to rectangular beam cross sections:
X-X = neutral axis for edgewise bending (load applied to narrow face)
Y-Y = neutral axis for flatwise bending (load applied to wide face)
3.1.2 Properties of Standard Dressed Sizes
b = breadth (thickness) of rectangular bending member, in.
Certain mathematical expressions of the properties or elements of sections are used in design calculations for various member shapes and loading conditions. The section properties for selected standard sizes of boards, dimension lumber, and timbers are given in Table 1B. Section properties for selected standard sizes of structural glued laminated timber are given in Tables 1C and 1D.
d = depth (width) of rectangular bending member, in.
A = bd = area of cross section, in.2
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,
3.1.3 Definitions
in.4
NEUTRAL AXIS, in the cross section of a beam, is the line on which there is neither tension nor compression stress.
rx = I x / A = d / 12 = radius of gyration about the X-X axis, in. ry = I y / A = b / 12 = radius of gyration about the Y-Y axis, in.
Figure 1A
Sx = Ix/c = bd2/6 = section modulus about the X-X
Dimensions for Rectangular Cross Section
axis, in.3 Sy = Iy/c = db2/6 = section modulus about the Y-Y
Y
axis, in.3
Y
X
X
The following formula shall be used to determine the density in lbs/ft3 of wood:
X
X
m.c. G 1+ 1 + G 0.009 m.c. ( )( ) 100
density = 62.4
where: Y
Structural Glued Laminated Timber
Y
Sawn Lumber
G = specific gravity of wood m.c. = moisture content of wood, %
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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 Minimum dressed Nominal Dry Green Nominal Dry Green Boards 3/4 5/8 11/16 2 1-1/2 1-9/16 1 3/4 25/32 3 2-1/2 2-9/16 1-1/4 1 1-1/32 4 3-1/2 3-9/16 1-1/2 1-1/4 1-9/32 5 4-1/2 4-5/8 6 5-1/2 5-5/8 7 6-1/2 6-5/8 8 7-1/4 7-1/2 9 8-1/4 8-1/2 10 9-1/4 9-1/2 11 10-1/4 10-1/2 12 11-1/4 11-1/2 14 13-1/4 13-1/2 16 15-1/4 15-1/2
Item
Timbers
5 & 6 thick 7-15 thick ≥16 thick
1/2 off 3/4 off 1 off
1/2 off 1/2 off 1/2 off
2 3 4 5 6 8 10 12 14 16 5 & 6 wide 7-15 wide ≥16 wide
1-1/2 1-9/16 2-1/2 2-9/16 3-1/2 3-9/16 4-1/2 4-5/8 5-1/2 5-5/8 7-1/4 7-1/2 9-1/4 9-1/2 11-1/4 11-1/2 13-1/4 13-1/2 15-1/4 15-1/2 1/2 off 3/4 off 1 off
1/2 off 1/2 off 1/2 off
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SECTION PROPERTIES
Dimension 2 1-1/2 1-9/16 Lumber 2-1/2 2 2-1/16 3 2-1/2 2-9/16 3-1/2 3 3-1/16 4 3-1/2 3-9/16 4-1/2 4 4-1/16
3
14
SECTION PROPERTIES
Table 1B
Nominal Size bxd
Section Properties of Standard Dressed (S4S) Sawn Lumber Standard Dressed Size (S4S) bxd in. x in.
X-X AXIS Y-Y AXIS Area Moment Moment Approximate weight in pounds per linear foot (lbs/ft) of Section of Section of of piece when density of wood equals: Section Modulus Inertia Modulus Inertia 25 lbs/ft3 30 lbs/ft3 35 lbs/ft3 40 lbs/ft3 45 lbs/ft3 50 lbs/ft3 A Sxx Ixx Syy Iyy 2 3 4 3 4 in. in. in. in. in.
Boards1 1x3 3/4 x 2-1/2 1.875 0.781 0.977 0.234 0.088 1x4 3/4 x 3-1/2 2.625 1.531 2.680 0.328 0.123 1x6 3/4 x 5-1/2 4.125 3.781 10.40 0.516 0.193 1x8 3/4 x 7-1/4 5.438 6.570 23.82 0.680 0.255 1 x 10 3/4 x 9-1/4 6.938 10.70 49.47 0.867 0.325 1 x 12 3/4 x 11-1/4 8.438 15.82 88.99 1.055 0.396 Dimension Lumber (see NDS 4.1.3.2) and Decking (see NDS 4.1.3.5) 2x3 1-1/2 x 2-1/2 3.750 1.56 1.953 0.938 0.703 2x4 1-1/2 x 3-1/2 5.250 3.06 5.359 1.313 0.984 2x5 1-1/2 x 4-1/2 6.750 5.06 11.39 1.688 1.266 2x6 1-1/2 x 5-1/2 8.250 7.56 20.80 2.063 1.547 2x8 1-1/2 x 7-1/4 10.88 13.14 47.63 2.719 2.039 2 x 10 1-1/2 x 9-1/4 13.88 21.39 98.93 3.469 2.602 2 x 12 1-1/2 x 11-1/4 16.88 31.64 178.0 4.219 3.164 2 x 14 1-1/2 x 13-1/4 19.88 43.89 290.8 4.969 3.727 3x4 2-1/2 x 3-1/2 8.75 5.10 8.932 3.646 4.557 3x5 2-1/2 x 4-1/2 11.25 8.44 18.98 4.688 5.859 3x6 2-1/2 x 5-1/2 13.75 12.60 34.66 5.729 7.161 3x8 2-1/2 x 7-1/4 18.13 21.90 79.39 7.552 9.440 3 x 10 2-1/2 x 9-1/4 23.13 35.65 164.9 9.635 12.04 3 x 12 2-1/2 x 11-1/4 28.13 52.73 296.6 11.72 14.65 3 x 14 2-1/2 x 13-1/4 33.13 73.15 484.6 13.80 17.25 3 x 16 2-1/2 x 15-1/4 38.13 96.90 738.9 15.89 19.86 4x4 3-1/2 x 3-1/2 12.25 7.15 12.51 7.146 12.51 4x5 3-1/2 x 4-1/2 15.75 11.81 26.58 9.188 16.08 4x6 3-1/2 x 5-1/2 19.25 17.65 48.53 11.23 19.65 4x8 3-1/2 x 7-1/4 25.38 30.66 111.1 14.80 25.90 4 x 10 3-1/2 x 9-1/4 32.38 49.91 230.8 18.89 33.05 4 x 12 3-1/2 x 11-1/4 39.38 73.83 415.3 22.97 40.20 4 x 14 3-1/2 x 13-1/4 46.38 102.41 678.5 27.05 47.34 4 x 16 3-1/2 x 15-1/4 53.38 135.66 1034 31.14 54.49 Timbers (5" x 5" and larger)2 Post and Timber (see NDS 4.1.3.4 and NDS 4.1.5.3) 5x5 4-1/2 x 4-1/2 20.25 15.19 34.17 15.19 34.17 6x6 5-1/2 x 5-1/2 30.25 27.73 76.26 27.73 76.26 6x8 5-1/2 x 7-1/2 41.25 51.56 193.4 37.81 104.0 8x8 7-1/2 x 7-1/2 56.25 70.31 263.7 70.31 263.7 8 x 10 7-1/2 x 9-1/2 71.25 112.8 535.9 89.06 334.0 10 x 10 9-1/2 x 9-1/2 90.25 142.9 678.8 142.9 678.8 10 x 12 9-1/2 x 11-1/2 109.3 209.4 1204 173.0 821.7 12 x 12 11-1/2 x 11-1/2 132.3 253.5 1458 253.5 1458 12 x 14 11-1/2 x 13-1/2 155.3 349.3 2358 297.6 1711 14 x 14 13-1/2 x 13-1/2 182.3 410.1 2768 410.1 2768 14 x 16 13-1/2 x 15-1/2 209.3 540.6 4189 470.8 3178 16 x 16 15-1/2 x 15-1/2 240.3 620.6 4810 620.6 4810 16 x 18 15-1/2 x 17-1/2 271.3 791.1 6923 700.7 5431 18 x 18 17-1/2 x 17-1/2 306.3 893.2 7816 893.2 7816 18 x 20 17-1/2 x 19-1/2 341.3 1109 10813 995.3 8709 20 x 20 19-1/2 x 19-1/2 380.3 1236 12049 1236 12049 20 x 22 19-1/2 x 21-1/2 419.3 1502 16150 1363 13285 22 x 22 21-1/2 x 21-1/2 462.3 1656 17806 1656 17806 22 x 24 21-1/2 x 23-1/2 505.3 1979 23252 1810 19463 24 x 24 23-1/2 x 23-1/2 552.3 2163 25415 2163 25415
0.326 0.456 0.716 0.944 1.204 1.465
0.391 0.547 0.859 1.133 1.445 1.758
0.456 0.638 1.003 1.322 1.686 2.051
0.521 0.729 1.146 1.510 1.927 2.344
0.586 0.820 1.289 1.699 2.168 2.637
0.651 0.911 1.432 1.888 2.409 2.930
0.651 0.911 1.172 1.432 1.888 2.409 2.930 3.451 1.519 1.953 2.387 3.147 4.015 4.883 5.751 6.619 2.127 2.734 3.342 4.405 5.621 6.836 8.051 9.266
0.781 1.094 1.406 1.719 2.266 2.891 3.516 4.141 1.823 2.344 2.865 3.776 4.818 5.859 6.901 7.943 2.552 3.281 4.010 5.286 6.745 8.203 9.661 11.12
0.911 1.276 1.641 2.005 2.643 3.372 4.102 4.831 2.127 2.734 3.342 4.405 5.621 6.836 8.051 9.266 2.977 3.828 4.679 6.168 7.869 9.570 11.27 12.97
1.042 1.458 1.875 2.292 3.021 3.854 4.688 5.521 2.431 3.125 3.819 5.035 6.424 7.813 9.201 10.59 3.403 4.375 5.347 7.049 8.993 10.94 12.88 14.83
1.172 1.641 2.109 2.578 3.398 4.336 5.273 6.211 2.734 3.516 4.297 5.664 7.227 8.789 10.35 11.91 3.828 4.922 6.016 7.930 10.12 12.30 14.49 16.68
1.302 1.823 2.344 2.865 3.776 4.818 5.859 6.901 3.038 3.906 4.774 6.293 8.030 9.766 11.50 13.24 4.253 5.469 6.684 8.811 11.24 13.67 16.10 18.53
3.516 5.252 7.161 9.766 12.37 15.67 18.97 22.96 26.95 31.64 36.33 41.71 47.09 53.17 59.24 66.02 72.79 80.25 87.72 95.88
4.219 6.302 8.594 11.72 14.84 18.80 22.76 27.55 32.34 37.97 43.59 50.05 56.51 63.80 71.09 79.22 87.34 96.30 105.3 115.1
4.922 7.352 10.03 13.67 17.32 21.94 26.55 32.14 37.73 44.30 50.86 58.39 65.93 74.44 82.94 92.4 101.9 112.4 122.8 134.2
5.625 8.403 11.46 15.63 19.79 25.07 30.35 36.74 43.13 50.63 58.13 66.74 75.35 85.07 94.79 105.6 116.5 128.4 140.3 153.4
6.328 9.453 12.89 17.58 22.27 28.20 34.14 41.33 48.52 56.95 65.39 75.08 84.77 95.70 106.6 118.8 131.0 144.5 157.9 172.6
7.031 10.50 14.32 19.53 24.74 31.34 37.93 45.92 53.91 63.28 72.66 83.42 94.18 106.3 118.5 132.0 145.6 160.5 175.4 191.8
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1B
15
Section Properties of Standard Dressed (S4S) Sawn Lumber (Cont.)
1. According to the Southern Pine Inspection Bureau’s (SPIB) Standard Grading Rules for Southern Pine Lumber: Section 265 stress rated boards: Industrial 55 (IND 55) shall be graded as per No. 1 dimension Industrial 45 (IND 45) shall be graded as per No. 2 dimension Industrial 26 (IND 26) shall be graded as per No. 3 dimension See Table 4B for Southern Pine dimension lumber design values. 2. Neither Redwood nor Southern Pine are classified as Beams and Stringers or Posts and Timbers.
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3 SECTION PROPERTIES
X-X AXIS Y-Y AXIS Standard Area Moment Moment Approximate weight in pounds per linear foot (lbs/ft) Nominal Dressed of Section of Section of of piece when density of wood equals: Size Size (S4S) Section Modulus Inertia Modulus Inertia 25 lbs/ft3 30 lbs/ft3 35 lbs/ft3 40 lbs/ft3 45 lbs/ft3 50 lbs/ft3 bxd bxd A Sxx Ixx Syy Iyy 2 3 4 3 4 in. in. in. in. in. in. x in. Beams & Stringers (see NDS 4.1.3.3 and NDS 4.1.5.3) 6 x 10 5-1/2 x 9-1/2 52.25 82.73 393.0 47.90 131.7 9.071 10.89 12.70 14.51 16.33 18.14 6 x 12 5-1/2 x 11-1/2 63.25 121.2 697.1 57.98 159.4 10.98 13.18 15.37 17.57 19.77 21.96 6 x 14 5-1/2 x 13-1/2 74.25 167.1 1128 68.06 187.2 12.89 15.47 18.05 20.63 23.20 25.78 6 x 16 5-1/2 x 15-1/2 85.25 220.2 1707 78.15 214.9 14.80 17.76 20.72 23.68 26.64 29.60 6 x 18 5-1/2 x 17-1/2 96.25 280.7 2456 88.23 242.6 16.71 20.05 23.39 26.74 30.08 33.42 6 x 20 5-1/2 x 19-1/2 107.3 348.6 3398 98.31 270.4 18.62 22.34 26.07 29.79 33.52 37.24 6 x 22 5-1/2 x 21-1/2 118.3 423.7 4555 108.4 298.1 20.53 24.64 28.74 32.85 36.95 41.06 6 x 24 5-1/2 x 23-1/2 129.3 506.2 5948 118.5 325.8 22.44 26.93 31.41 35.90 40.39 44.88 8 x 12 7-1/2 x 11-1/2 86.3 165.3 950.5 107.8 404.3 14.97 17.97 20.96 23.96 26.95 29.95 8 x 14 7-1/2 x 13-1/2 101.3 227.8 1538 126.6 474.6 17.58 21.09 24.61 28.13 31.64 35.16 8 x 16 7-1/2 x 15-1/2 116.3 300.3 2327 145.3 544.9 20.18 24.22 28.26 32.29 36.33 40.36 8 x 18 7-1/2 x 17-1/2 131.3 382.8 3350 164.1 615.2 22.79 27.34 31.90 36.46 41.02 45.57 8 x 20 7-1/2 x 19-1/2 146.3 475.3 4634 182.8 685.5 25.39 30.47 35.55 40.63 45.70 50.78 8 x 22 7-1/2 x 21-1/2 161.3 577.8 6211 201.6 755.9 27.99 33.59 39.19 44.79 50.39 55.99 8 x 24 7-1/2 x 23-1/2 176.3 690.3 8111 220.3 826.2 30.60 36.72 42.84 48.96 55.08 61.20 10 x 14 9-1/2 x 13-1/2 128.3 288.6 1948 203.1 964.5 22.27 26.72 31.17 35.63 40.08 44.53 10 x 16 9-1/2 x 15-1/2 147.3 380.4 2948 233.1 1107 25.56 30.68 35.79 40.90 46.02 51.13 10 x 18 9-1/2 x 17-1/2 166.3 484.9 4243 263.2 1250 28.86 34.64 40.41 46.18 51.95 57.73 10 x 20 9-1/2 x 19-1/2 185.3 602.1 5870 293.3 1393 32.16 38.59 45.03 51.46 57.89 64.32 10 x 22 9-1/2 x 21-1/2 204.3 731.9 7868 323.4 1536 35.46 42.55 49.64 56.74 63.83 70.92 10 x 24 9-1/2 x 23-1/2 223.3 874.4 10274 353.5 1679 38.76 46.51 54.26 62.01 69.77 77.52 12 x 16 11-1/2 x 15-1/2 178.3 460.5 3569 341.6 1964 30.95 37.14 43.32 49.51 55.70 61.89 12 x 18 11-1/2 x 17-1/2 201.3 587.0 5136 385.7 2218 34.94 41.93 48.91 55.90 62.89 69.88 12 x 20 11-1/2 x 19-1/2 224.3 728.8 7106 429.8 2471 38.93 46.72 54.51 62.29 70.08 77.86 12 x 22 11-1/2 x 21-1/2 247.3 886.0 9524 473.9 2725 42.93 51.51 60.10 68.68 77.27 85.85 12 x 24 11-1/2 x 23-1/2 270.3 1058 12437 518.0 2978 46.92 56.30 65.69 75.07 84.45 93.84 14 x 18 13-1/2 x 17-1/2 236.3 689.1 6029 531.6 3588 41.02 49.22 57.42 65.63 73.83 82.03 14 x 20 13-1/2 x 19-1/2 263.3 855.6 8342 592.3 3998 45.70 54.84 63.98 73.13 82.27 91.41 14 x 22 13-1/2 x 21-1/2 290.3 1040 11181 653.1 4408 50.39 60.47 70.55 80.63 90.70 100.8 14 x 24 13-1/2 x 23-1/2 317.3 1243 14600 713.8 4818 55.08 66.09 77.11 88.13 99.14 110.2 83.96 94.45 104.9 16 x 20 15-1/2 x 19-1/2 302.3 982.3 9578 780.8 6051 52.47 62.97 73.46 16 x 22 15-1/2 x 21-1/2 333.3 1194 12837 860.9 6672 57.86 69.43 81.00 92.57 104.1 115.7 16 x 24 15-1/2 x 23-1/2 364.3 1427 16763 941.0 7293 63.24 75.89 88.53 101.2 113.8 126.5 18 x 22 17-1/2 x 21-1/2 376.3 1348 14493 1097 9602 65.32 78.39 91.45 104.5 117.6 130.6 18 x 24 17-1/2 x 23-1/2 411.3 1611 18926 1199 10495 71.40 85.68 99.96 114.2 128.5 142.8 20 x 24 19-1/2 x 23-1/2 458.3 1795 21089 1489 14521 79.56 95.47 111.4 127.3 143.2 159.1
16
SECTION PROPERTIES
Table 1C
Section Properties of Western Species Structural Glued Laminated Timber
Depth d (in.)
Area A (in.2)
Ix (in. )
6 7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21
15.00 18.75 22.50 26.25 30.00 33.75 37.50 41.25 45.00 48.75 52.50
45.00 87.89 151.9 241.2 360.0 512.6 703.1 935.9 1215 1545 1929
6 7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24
18.75 23.44 28.13 32.81 37.50 42.19 46.88 51.56 56.25 60.94 65.63 70.31 75.00
56.25 109.9 189.8 301.5 450.0 640.7 878.9 1170 1519 1931 2412 2966 3600
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
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
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 4
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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 9-1/4 9-1/2 10-1/2 11-1/4 11-7/8 12 13-1/2 14 15 16 16-1/2 18 19-1/2 20 21 22 22-1/2 24
21.00 26.25 31.50 32.38 33.25 36.75 39.38 41.56 42.00 47.25 49.00 52.50 56.00 57.75 63.00 68.25 70.00 73.50 77.00 78.75 84.00
63.00 123.0 212.6 230.8 250.1 337.6 415.3 488.4 504.0 717.6 800.3 984.4 1195 1310 1701 2163 2333 2701 3106 3322 4032
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
4
X-X Axis Sx (in.3) 3-1/2 in. Width 21.00 32.81 47.25 49.91 52.65 64.31 73.83 82.26 84.00 106.3 114.3 131.3 149.3 158.8 189.0 221.8 233.3 257.3 282.3 295.3 336.0 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
rx (in.) 1.732 2.165 2.598 2.670 2.742 3.031 3.248 3.428 3.464 3.897 4.041 4.330 4.619 4.763 5.196 5.629 5.774 6.062 6.351 6.495 6.928 1.732 2.165 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.010 in.) 21.44 12.25 26.80 15.31 32.16 18.38 33.05 18.89 33.94 19.40 37.52 21.44 40.20 22.97 42.43 24.24 42.88 24.50 48.23 27.56 50.02 28.58 53.59 30.63 57.17 32.67 58.95 33.69 64.31 36.75 69.67 39.81 71.46 40.83 75.03 42.88 78.60 44.92 80.39 45.94 85.75 49.00 (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 4
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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. )
6 7-1/2 9 9-1/4 9-1/2 10-1/2 11-1/4 11-7/8 12 13-1/2 14 15 16 16-1/2 18 19-1/2 20 21 22 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36
33.00 41.25 49.50 50.88 52.25 57.75 61.88 65.31 66.00 74.25 77.00 82.50 88.00 90.75 99.00 107.3 110.0 115.5 121.0 123.8 132.0 140.3 148.5 156.8 165.0 173.3 181.5 189.8 198.0
99.00 193.4 334.1 362.7 393.0 530.6 652.6 767.5 792.0 1128 1258 1547 1877 2059 2673 3398 3667 4245 4880 5221 6336 7600 9021 10610 12380 14330 16470 18820 21380
4
X-X Axis Sx (in.3) 5-1/2 in. Width 33.00 51.56 74.25 78.43 82.73 101.1 116.0 129.3 132.0 167.1 179.7 206.3 234.7 249.6 297.0 348.6 366.7 404.3 443.7 464.1 528.0 596.1 668.3 744.6 825.0 909.6 998.3 1091 1188
rx (in.) 1.732 2.165 2.598 2.670 2.742 3.031 3.248 3.428 3.464 3.897 4.041 4.330 4.619 4.763 5.196 5.629 5.774 6.062 6.351 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.588 in.) 83.19 30.25 104.0 37.81 124.8 45.38 128.2 46.64 131.7 47.90 145.6 52.94 156.0 56.72 164.6 59.87 166.4 60.50 187.2 68.06 194.1 70.58 208.0 75.63 221.8 80.67 228.8 83.19 249.6 90.75 270.4 98.31 277.3 100.8 291.2 105.9 305.0 110.9 312.0 113.4 332.8 121.0 353.5 128.6 374.3 136.1 395.1 143.7 415.9 151.3 436.7 158.8 457.5 166.4 478.3 173.9 499.1 181.5 4
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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. )
7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60
50.63 60.75 70.88 81.00 91.13 101.3 111.4 121.5 131.6 141.8 151.9 162.0 172.1 182.3 192.4 202.5 212.6 222.8 232.9 243.0 253.1 263.3 273.4 283.5 293.6 303.8 313.9 324.0 334.1 344.3 354.4 364.5 374.6 384.8 394.9 405.0
237.3 410.1 651.2 972.0 1384 1898 2527 3281 4171 5209 6407 7776 9327 11070 13020 15190 17580 20210 23100 26240 29660 33370 37370 41670 46300 51260 56560 62210 68220 74620 81400 88570 96160 104200 112600 121500
4
X-X Axis Sx (in.3) 6-3/4 in. Width 63.28 91.13 124.0 162.0 205.0 253.1 306.3 364.5 427.8 496.1 569.5 648.0 731.5 820.1 913.8 1013 1116 1225 1339 1458 1582 1711 1845 1985 2129 2278 2433 2592 2757 2926 3101 3281 3465 3655 3850 4050
rx (in.) 2.165 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.949 in.) 192.2 56.95 230.7 68.34 269.1 79.73 307.5 91.13 346.0 102.5 384.4 113.9 422.9 125.3 461.3 136.7 499.8 148.1 538.2 159.5 576.7 170.9 615.1 182.3 653.5 193.6 692.0 205.0 730.4 216.4 768.9 227.8 807.3 239.2 845.8 250.6 884.2 262.0 922.6 273.4 961.1 284.8 999.5 296.2 1038 307.5 1076 318.9 1115 330.3 1153 341.7 1192 353.1 1230 364.5 1269 375.9 1307 387.3 1346 398.7 1384 410.1 1422 421.5 1461 432.8 1499 444.2 1538 455.6 4
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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. )
9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60
78.75 91.88 105.0 118.1 131.3 144.4 157.5 170.6 183.8 196.9 210.0 223.1 236.3 249.4 262.5 275.6 288.8 301.9 315.0 328.1 341.3 354.4 367.5 380.6 393.8 406.9 420.0 433.1 446.3 459.4 472.5 485.6 498.8 511.9 525.0
531.6 844.1 1260 1794 2461 3276 4253 5407 6753 8306 10080 12090 14350 16880 19690 22790 26200 29940 34020 38450 43250 48440 54020 60020 66450 73310 80640 88440 96720 105500 114800 124700 135000 146000 157500
4
X-X Axis Sx (in.3) 8-3/4 in. Width 118.1 160.8 210.0 265.8 328.1 397.0 472.5 554.5 643.1 738.3 840.0 948.3 1063 1185 1313 1447 1588 1736 1890 2051 2218 2392 2573 2760 2953 3153 3360 3573 3793 4020 4253 4492 4738 4991 5250
rx (in.) 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 2.526 in.) 502.4 114.8 586.2 134.0 669.9 153.1 753.7 172.3 837.4 191.4 921.1 210.5 1005 229.7 1089 248.8 1172 268.0 1256 287.1 1340 306.3 1424 325.4 1507 344.5 1591 363.7 1675 382.8 1759 402.0 1842 421.1 1926 440.2 2010 459.4 2094 478.5 2177 497.7 2261 516.8 2345 535.9 2428 555.1 2512 574.2 2596 593.4 2680 612.5 2763 631.6 2847 650.8 2931 669.9 3015 689.1 3098 708.2 3182 727.3 3266 746.5 3350 765.6 4
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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. )
12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60
129.0 145.1 161.3 177.4 193.5 209.6 225.8 241.9 258.0 274.1 290.3 306.4 322.5 338.6 354.8 370.9 387.0 403.1 419.3 435.4 451.5 467.6 483.8 499.9 516.0 532.1 548.3 564.4 580.5 596.6 612.8 628.9 645.0
1548 2204 3023 4024 5225 6642 8296 10200 12380 14850 17630 20740 24190 28000 32190 36790 41800 47240 53140 59510 66370 73740 81630 90070 99070 108700 118800 129600 141100 153100 165900 179300 193500
4
X-X Axis Sx (in.3) 10-3/4 in. Width 258.0 326.5 403.1 487.8 580.5 681.3 790.1 907.0 1032 1165 1306 1455 1613 1778 1951 2133 2322 2520 2725 2939 3161 3390 3628 3874 4128 4390 4660 4938 5225 5519 5821 6132 6450
rx (in.) 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 3.103 in.) 1242 231.1 1398 260.0 1553 288.9 1708 317.8 1863 346.7 2019 375.6 2174 404.5 2329 433.4 2485 462.3 2640 491.1 2795 520.0 2950 548.9 3106 577.8 3261 606.7 3416 635.6 3572 664.5 3727 693.4 3882 722.3 4037 751.2 4193 780.0 4348 808.9 4503 837.8 4659 866.7 4814 895.6 4969 924.5 5124 953.4 5280 982.3 5435 1011 5590 1040 5746 1069 5901 1098 6056 1127 6211 1156 4
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3 SECTION PROPERTIES
Depth d (in.)
22
SECTION PROPERTIES
Table 1C
Section Properties of Western Species Structural Glued Laminated Timber (Cont.)
Depth d (in.)
Area A (in.2)
Ix (in. )
13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60
165.4 183.8 202.1 220.5 238.9 257.3 275.6 294.0 312.4 330.8 349.1 367.5 385.9 404.3 422.6 441.0 459.4 477.8 496.1 514.5 532.9 551.3 569.6 588.0 606.4 624.8 643.1 661.5 679.9 698.3 716.6 735.0
2512 3445 4586 5954 7569 9454 11630 14110 16930 20090 23630 27560 31910 36690 41920 47630 53830 60550 67810 75630 84030 93020 102600 112900 123800 135400 147700 160700 174500 189100 204400 220500
4
X-X Axis Sx (in.3) 12-1/4 in. Width 372.1 459.4 555.8 661.5 776.3 900.4 1034 1176 1328 1488 1658 1838 2026 2223 2430 2646 2871 3105 3349 3602 3863 4134 4415 4704 5003 5310 5627 5954 6289 6633 6987 7350
rx (in.) 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 3.536 in.) 2068 337.6 2298 375.2 2528 412.7 2757 450.2 2987 487.7 3217 525.2 3447 562.7 3677 600.3 3906 637.8 4136 675.3 4366 712.8 4596 750.3 4825 787.8 5055 825.3 5285 862.9 5515 900.4 5745 937.9 5974 975.4 6204 1013 6434 1050 6664 1088 6893 1125 7123 1163 7353 1201 7583 1238 7813 1276 8042 1313 8272 1351 8502 1388 8732 1426 8962 1463 9191 1501 4
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1D Depth d (in.)
23
Section Properties of Southern Pine Structural Glued Laminated Timber Ix (in. )
5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8
13.75 17.19 20.63 24.06 27.50 30.94 34.38 37.81 41.25 44.69 48.13 51.56 55.00 58.44
34.66 67.70 117.0 185.8 277.3 394.8 541.6 720.9 935.9 1190 1486 1828 2218 2661
5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8
16.50 20.63 24.75 28.88 33.00 37.13 41.25 45.38 49.50 53.63 57.75 61.88 66.00 70.13
41.59 81.24 140.4 222.9 332.8 473.8 649.9 865.0 1123 1428 1783 2193 2662 3193
5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8
17.19 21.48 25.78 30.08 34.38 38.67 42.97 47.27 51.56 55.86 60.16 64.45 68.75 73.05
43.33 84.62 146.2 232.2 346.6 493.5 677.0 901.1 1170 1487 1858 2285 2773 3326
4
X-X Axis Sx (in.3) 2-1/2 in. Width 12.60 19.69 28.36 38.60 50.42 63.81 78.78 95.32 113.4 133.1 154.4 177.2 201.7 227.7 3 in. Width 15.13 23.63 34.03 46.32 60.50 76.57 94.53 114.4 136.1 159.8 185.3 212.7 242.0 273.2 3-1/8 in. Width 15.76 24.62 35.45 48.25 63.02 79.76 98.47 119.1 141.8 166.4 193.0 221.6 252.1 284.6
rx (in.) 1.588 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 1.588 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 1.588 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 0.722 in.) 7.161 5.729 8.952 7.161 10.74 8.594 12.53 10.03 14.32 11.46 16.11 12.89 17.90 14.32 19.69 15.76 21.48 17.19 23.27 18.62 25.07 20.05 26.86 21.48 28.65 22.92 30.44 24.35 (ry = 0.866 in.) 12.38 8.250 15.47 10.31 18.56 12.38 21.66 14.44 24.75 16.50 27.84 18.56 30.94 20.63 34.03 22.69 37.13 24.75 40.22 26.81 43.31 28.88 46.41 30.94 49.50 33.00 52.59 35.06 (ry = 0.902 in.) 13.99 8.952 17.48 11.19 20.98 13.43 24.48 15.67 27.97 17.90 31.47 20.14 34.97 22.38 38.46 24.62 41.96 26.86 45.46 29.09 48.96 31.33 52.45 33.57 55.95 35.81 59.45 38.05 4
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3 SECTION PROPERTIES
Area A (in.2)
24
SECTION PROPERTIES
Table 1D Depth d (in.) 5-1/2 6-7/8 8-1/4 9-1/4 9-1/2 9-5/8 11 11-1/4 11-7/8 12-3/8 13-3/4 14 15-1/8 16 16-1/2 17-7/8 18 19-1/4 20 20-5/8 22 23-3/8 24
Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.) Area A (in.2)
Ix (in. )
19.25 24.06 28.88 32.38 33.25 33.69 38.50 39.38 41.56 43.31 48.13 49.00 52.94 56.00 57.75 62.56 63.00 67.38 70.00 72.19 77.00 81.81 84.00
48.53 94.78 163.8 230.8 250.1 260.1 388.2 415.3 488.4 552.7 758.2 800.3 1009 1195 1310 1666 1701 2081 2333 2559 3106 3725 4032
4
X-X Axis Sx (in.3) 3-1/2 in. Width 17.65 27.57 39.70 49.91 52.65 54.04 70.58 73.83 82.26 89.33 110.3 114.3 133.4 149.3 158.8 186.4 189.0 216.2 233.3 248.1 282.3 318.7 336.0
rx (in.) 1.588 1.985 2.382 2.670 2.742 2.778 3.175 3.248 3.428 3.572 3.969 4.041 4.366 4.619 4.763 5.160 5.196 5.557 5.774 5.954 6.351 6.748 6.928
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.010 in.) 19.65 11.23 24.56 14.04 29.48 16.84 33.05 18.89 33.94 19.40 34.39 19.65 39.30 22.46 40.20 22.97 42.43 24.24 44.21 25.27 49.13 28.07 50.02 28.58 54.04 30.88 57.17 32.67 58.95 33.69 63.87 36.49 64.31 36.75 68.78 39.30 71.46 40.83 73.69 42.11 78.60 44.92 83.52 47.72 85.75 49.00 4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1D Depth d (in.)
Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.) Area A (in.2)
Ix (in. )
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) 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.) 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.443 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
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3 SECTION PROPERTIES
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
25
26
SECTION PROPERTIES
Table 1D
Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.)
Depth d (in.)
Area A (in.2)
Ix (in. )
6-7/8 8-1/4 9-5/8 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
4
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
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
Y-Y Axis Iy (in. ) 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 4
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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. )
6-7/8 8-1/4 9-1/4 9-1/2 9-5/8 11 11-1/4 11-7/8 12-3/8 13-3/4 14 15-1/8 16 16-1/2 17-7/8 18 19-1/4 20 20-5/8 22 23-3/8 24 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4
37.81 45.38 50.88 52.25 52.94 60.50 61.88 65.31 68.06 75.63 77.00 83.19 88.00 90.75 98.31 99.00 105.9 110.0 113.4 121.0 128.6 132.0 136.1 143.7 151.3 158.8 166.4 173.9 181.5 189.1 196.6
148.9 257.4 362.7 393.0 408.7 610.0 652.6 767.5 868.6 1191 1258 1586 1877 2059 2618 2673 3269 3667 4021 4880 5854 6336 6949 8172 9532 11030 12690 14500 16470 18620 20940
4
X-X Axis Sx (in.3) 5-1/2 in. Width 43.33 62.39 78.43 82.73 84.92 110.9 116.0 129.3 140.4 173.3 179.7 209.7 234.7 249.6 292.9 297.0 339.7 366.7 389.9 443.7 500.9 528.0 561.5 625.6 693.2 764.3 838.8 916.8 998.3 1083 1172
rx (in.) 1.985 2.382 2.670 2.742 2.778 3.175 3.248 3.428 3.572 3.969 4.041 4.366 4.619 4.763 5.160 5.196 5.557 5.774 5.954 6.351 6.748 6.928 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.588 in.) 95.32 34.66 114.4 41.59 128.2 46.64 131.7 47.90 133.4 48.53 152.5 55.46 156.0 56.72 164.6 59.87 171.6 62.39 190.6 69.32 194.1 70.58 209.7 76.26 221.8 80.67 228.8 83.19 247.8 90.12 249.6 90.75 266.9 97.05 277.3 100.8 286.0 104.0 305.0 110.9 324.1 117.8 332.8 121.0 343.1 124.8 362.2 131.7 381.3 138.6 400.3 145.6 419.4 152.5 438.5 159.4 457.5 166.4 476.6 173.3 495.7 180.2 4
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3 SECTION PROPERTIES
Depth d (in.)
28
SECTION PROPERTIES
Table 1D
Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.)
Depth d (in.)
Area A (in.2)
Ix (in. )
6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 37-1/8 38-1/2 39-7/8 41-1/4 42-5/8 44 45-3/8 46-3/4 48-1/8 49-1/2 50-7/8 52-1/4 53-5/8 55 56-3/8 57-3/4 59-1/8 60-1/2
46.41 55.69 64.97 74.25 83.53 92.81 102.1 111.4 120.7 129.9 139.2 148.5 157.8 167.1 176.3 185.6 194.9 204.2 213.5 222.8 232.0 241.3 250.6 259.9 269.2 278.4 287.7 297.0 306.3 315.6 324.8 334.1 343.4 352.7 362.0 371.3 380.5 389.8 399.1 408.4
182.8 315.9 501.6 748.7 1066 1462 1946 2527 3213 4012 4935 5990 7184 8528 10030 11700 13540 15570 17790 20210 22850 25700 28780 32100 35660 39480 43560 47920 52550 57470 62700 68220 74070 80240 86740 93590 100800 108300 116300 124600
4
X-X Axis Sx (in.3) 6-3/4 in. Width 53.17 76.57 104.2 136.1 172.3 212.7 257.4 306.3 359.5 416.9 478.6 544.5 614.7 689.1 767.8 850.8 938.0 1029 1125 1225 1329 1438 1551 1668 1789 1914 2044 2178 2316 2459 2606 2757 2912 3071 3235 3403 3575 3752 3933 4118
rx (in.) 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 10.72 11.11 11.51 11.91 12.30 12.70 13.10 13.50 13.89 14.29 14.69 15.08 15.48 15.88 16.27 16.67 17.07 17.46
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.949 in.) 176.2 52.21 211.4 62.65 246.7 73.09 281.9 83.53 317.2 93.97 352.4 104.4 387.6 114.9 422.9 125.3 458.1 135.7 493.4 146.2 528.6 156.6 563.8 167.1 599.1 177.5 634.3 187.9 669.6 198.4 704.8 208.8 740.0 219.3 775.3 229.7 810.5 240.2 845.8 250.6 881.0 261.0 916.2 271.5 951.5 281.9 986.7 292.4 1022 302.8 1057 313.2 1092 323.7 1128 334.1 1163 344.6 1198 355.0 1233 365.4 1269 375.9 1304 386.3 1339 396.8 1374 407.2 1410 417.7 1445 428.1 1480 438.5 1515 449.0 1551 459.4 4
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 1D
29
Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.) Area A (in.2)
Ix (in. )
9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 37-1/8 38-1/2 39-7/8 41-1/4 42-5/8 44 45-3/8 46-3/4 48-1/8 49-1/2 50-7/8 52-1/4 53-5/8 55 56-3/8 57-3/4 59-1/8 60-1/2
81.81 93.50 105.2 116.9 128.6 140.3 151.9 163.6 175.3 187.0 198.7 210.4 222.1 233.8 245.4 257.1 268.8 280.5 292.2 303.9 315.6 327.3 338.9 350.6 362.3 374.0 385.7 397.4 409.1 420.8 432.4 444.1 455.8 467.5 479.2 490.9 502.6 514.3
631.6 942.8 1342 1841 2451 3182 4046 5053 6215 7542 9047 10740 12630 14730 17050 19610 22400 25460 28770 32360 36240 40420 44910 49720 54860 60340 66170 72370 78950 85910 93270 101000 109200 117800 126900 136400 146400 156900
4
X-X Axis Sx (in.3) 8-1/2 in. Width 131.2 171.4 216.9 267.8 324.1 385.7 452.6 525.0 602.6 685.7 774.1 867.8 966.9 1071 1181 1296 1417 1543 1674 1811 1953 2100 2253 2411 2574 2743 2917 3096 3281 3471 3667 3868 4074 4285 4502 4725 4952 5185
rx (in.) 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 10.72 11.11 11.51 11.91 12.30 12.70 13.10 13.50 13.89 14.29 14.69 15.08 15.48 15.88 16.27 16.67 17.07 17.46
Y-Y Axis Iy (in. ) Sy (in.3) (ry = 2.454 in.) 492.6 115.9 562.9 132.5 633.3 149.0 703.7 165.6 774.1 182.1 844.4 198.7 914.8 215.2 985.2 231.8 1056 248.4 1126 264.9 1196 281.5 1267 298.0 1337 314.6 1407 331.1 1478 347.7 1548 364.3 1618 380.8 1689 397.4 1759 413.9 1830 430.5 1900 447.0 1970 463.6 2041 480.2 2111 496.7 2181 513.3 2252 529.8 2322 546.4 2393 562.9 2463 579.5 2533 596.1 2604 612.6 2674 629.2 2744 645.7 2815 662.3 2885 678.8 2955 695.4 3026 712.0 3096 728.5 4
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3 SECTION PROPERTIES
Depth d (in.)
30
SECTION PROPERTIES
Table 1D
Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.)
Depth d (in.)
Area A (in.2)
Ix (in. )
11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 37-1/8 38-1/2 39-7/8 41-1/4 42-5/8 44 45-3/8 46-3/4 48-1/8 49-1/2 50-7/8 52-1/4 53-5/8 55 56-3/8 57-3/4 59-1/8 60-1/2
115.5 129.9 144.4 158.8 173.3 187.7 202.1 216.6 231.0 245.4 259.9 274.3 288.8 303.2 317.6 332.1 346.5 360.9 375.4 389.8 404.3 418.7 433.1 447.6 462.0 476.4 490.9 505.3 519.8 534.2 548.6 563.1 577.5 591.9 606.4 620.8 635.3
1165 1658 2275 3028 3931 4997 6242 7677 9317 11180 13270 15600 18200 21070 24220 27680 31440 35540 39980 44770 49930 55480 61420 67760 74540 81740 89400 97530 106100 115200 124800 134900 145600 156800 168500 180900 193800
4
X-X Axis Sx (in.3) 10-1/2 in. Width 211.8 268.0 330.9 400.3 476.4 559.2 648.5 744.4 847.0 956.2 1072 1194 1323 1459 1601 1750 1906 2068 2237 2412 2594 2783 2978 3180 3388 3603 3825 4053 4288 4529 4778 5032 5294 5562 5836 6118 6405
rx (in.) 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 10.72 11.11 11.51 11.91 12.30 12.70 13.10 13.50 13.89 14.29 14.69 15.08 15.48 15.88 16.27 16.67 17.07 17.46
Y-Y Axis Sy (in.3) Iy (in. ) (ry = 3.031 in.) 1061 202.1 1194 227.4 1326 252.7 1459 277.9 1592 303.2 1724 328.5 1857 353.7 1990 379.0 2122 404.3 2255 429.5 2388 454.8 2520 480.0 2653 505.3 2786 530.6 2918 555.8 3051 581.1 3183 606.4 3316 631.6 3449 656.9 3581 682.2 3714 707.4 3847 732.7 3979 758.0 4112 783.2 4245 808.5 4377 833.8 4510 859.0 4643 884.3 4775 909.6 4908 934.8 5040 960.1 5173 985.4 5306 1011 5438 1036 5571 1061 5704 1086 5836 1112 4
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REFERENCE DESIGN VALUES 4 Table 4A
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick) (All species except Southern Pine).....32
Table 4B
Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick) ...................................39
Table 4C
Reference Design Values for Mechanically Graded Dimension Lumber.....................................................................42
Table 4D
Reference Design Values for Visually Graded Timbers (5" x 5" and larger) ....................................................................46
Table 4E
Reference Design Values for Visually Graded Decking...........53
Table 4F
Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)..............................57
Table 5A
Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in bending).......................................................................................62
Table 5B
Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in axial tension or compression)..............................................................66
Table 5C
Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in bending).......................................................................................68
Table 5D
Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in axial tension or compression)..............................................................71
Table 6A
Reference Design Values for Treated Round Timber Piles Graded per ASTM D25..............................................................74
Table 6B
Reference Design Values for Round Timber Construction Poles Graded per ASTM D3200.................................................74
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32
REFERENCE DESIGN VALUES
Table 4A Adjustment Factors Flat Use Factor, Cfu
Repetitive Member Factor, Cr
Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number and are joined by floor, roof, or other load distributing elements adequate to support the design load.
Wet Service Factor, CM
When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM
Fb
F t
Fv
Fc⊥
Fc
E and Emin
0.85*
1.0
0.97
0.67
0.8**
0.9
Bending design values adjusted by size factors are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors: Flat Use Factors, Cfu
Width
(depth) 2" & 3" 4" 5" 6" 8" 10" & wider
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc)(CF) ≤ 750 psi, CM = 1.0
Thickness (breadth) 2" & 3" 1.0 1.1 1.1 1.15 1.15 1.2
4" — 1.0 1.05 1.05 1.05 1.1
NOTE To facilitate the use of Table 4A, shading has been employed to distinguish design values based on a 4" nominal width (Construction, Standard, and Utility grades) or a 6" nominal width (Stud grade) from design values based on a 12" nominal width (Select Structural, No.1 & Btr, No.1, No.2, and No.3 grades).
Size Factor, CF
Tabulated bending, tension, and compression parallel to grain design values for dimension lumber 2" to 4" thick shall be multiplied by the following size factors: Size Factors, CF
Fb Ft Fc
Grades
Select Structural, No.1 & Btr, No.1, No.2, No.3 Stud Construction, Standard Utility
Width (depth) 2", 3", & 4" 5" 6" 8" 10" 12" 14" & wider 2", 3", & 4" 5" & 6" 8" & wider 2", 3", & 4" 4" 2" & 3"
Thickness (breadth) 2" & 3"
4"
1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.2 1.3 1.2 1.1 1.2 1.1 1.0 1.1 1.0 0.9 1.0 0.9 1.1 1.1 1.1 1.0 1.0 1.0 Use No.3 Grade tabulated design values and size factors 1.0 1.0 1.0 1.0 0.4
1.0 —
1.0 0.4
1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.05 1.0 1.0 1.0 0.6
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Table 4A
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
Grading Rules Agency
Bending
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,150 975 800 450 625 900 500 250
625 525 425 250 350 500 275 125
165 165 165 165 165 165 165 165
525 525 525 525 525 525 525 525
1,000 900 750 425 475 950 775 500
1,400,000 1,300,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000
510,000 470,000 440,000 400,000 400,000 440,000 400,000 370,000
0.47
WCLIB
1,300 900 825 475 650 950 525 250
825 550 475 275 375 550 300 150
185 185 185 185 185 185 185 185
440 440 440 440 440 440 440 440
1,200 1,100 1,050 600 650 1,250 1,050 700
1,700,000 1,600,000 1,500,000 1,400,000 1,400,000 1,400,000 1,300,000 1,200,000
620,000 580,000 550,000 510,000 510,000 510,000 470,000 440,000
0.46
WWPA
1,400 950 875 500 675 1,000 550 275
900 600 500 300 400 575 325 150
160 160 160 160 160 160 160 160
330 330 330 330 330 330 330 330
1,200 1,100 1,050 600 675 1,250 1,050 700
1,600,000 1,500,000 1,400,000 1,300,000 1,300,000 1,300,000 1,200,000 1,100,000
580,000 550,000 510,000 470,000 470,000 470,000 440,000 400,000
0.41
WWPA
1,350 900 800 475 625 925 500 250
800 525 450 250 350 500 275 125
225 225 225 225 225 225 225 225
510 510 510 510 510 510 510 510
1,200 1,050 1,000 575 625 1,250 1,050 675
1,500,000 1,400,000 1,300,000 1,200,000 1,200,000 1,300,000 1,100,000 1,100,000
550,000 510,000 470,000 440,000 440,000 470,000 400,000 400,000
0.46
WCLIB WWPA
875 625 600 350 475 700 375 175
500 375 350 200 275 400 225 100
120 120 120 120 120 120 120 120
265 265 265 265 265 265 265 265
725 600 450 275 300 625 475 300
1,100,000 1,100,000 1,000,000 900,000 900,000 900,000 900,000 800,000
400,000 400,000 370,000 330,000 330,000 330,000 330,000 290,000
0.39
NELMA NSLB WWPA
1,200 1,000 825 475 650 925 525 250
650 550 450 250 350 500 275 125
160 160 160 160 160 160 160 160
615 615 615 615 615 615 615 615
1,200 1,050 900 525 575 1,100 925 600
1,400,000 1,400,000 1,300,000 1,200,000 1,200,000 1,200,000 1,100,000 1,000,000
510,000 510,000 470,000 440,000 440,000 440,000 400,000 370,000
0.47
SPIB
Specific Modulus of Elasticity
Gravity4
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4 REFERENCE DESIGN VALUES
ALASKA CEDAR Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility ALASKA HEMLOCK Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility ALASKA SPRUCE Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility ALASKA YELLOW CEDAR Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility ASPEN Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility BALDCYPRESS Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility
Size classification
Tension parallel to grain
34
REFERENCE DESIGN VALUES
Table 4A (Cont.)
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade
Size classification
BEECH-BIRCH-HICKORY Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility COAST SITKA SPRUCE Select Structural No. 1/ No. 2 2" & wider No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility COTTONWOOD Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility DOUGLAS FIR-LARCH Select Structural No. 1 & Btr No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility DOUGLAS FIR-LARCH (NORTH) Select Structural No. 1 & Btr 2" & wider No. 1/ No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility DOUGLAS FIR-SOUTH Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility
Grading Rules Agency
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,450 1,050 1,000 575 775 1,150 650 300
850 600 600 350 450 675 375 175
195 195 195 195 195 195 195 195
715 715 715 715 715 715 715 715
1,200 950 750 425 475 1,000 775 500
1,700,000 1,600,000 1,500,000 1,300,000 1,300,000 1,400,000 1,300,000 1,200,000
620,000 580,000 550,000 470,000 470,000 510,000 470,000 440,000
0.71
NELMA
1300 925 525 725 1050 600 275
950 550 325 450 650 350 175
125 125 125 125 125 125 125
455 455 455 455 455 455 455
1200 1100 625 675 1300 1100 725
1,700,000 1,500,000 1,400,000 1,400,000 1,400,000 1,300,000 1,200,000
620,000 550,000 510,000 510,000 510,000 470,000 440,000
0.43
NLGA
875 625 625 350 475 700 400 175
525 375 350 200 275 400 225 100
125 125 125 125 125 125 125 125
320 320 320 320 320 320 320 320
775 625 475 275 300 650 500 325
1,200,000 1,200,000 1,100,000 1,000,000 1,000,000 1,000,000 900,000 900,000
440,000 440,000 400,000 370,000 370,000 370,000 330,000 330,000
0.41
NSLB
1,500 1,200 1,000 900 525 700 1,000 575 275
1,000 800 675 575 325 450 650 375 175
180 180 180 180 180 180 180 180 180
625 625 625 625 625 625 625 625 625
1,700 1,550 1,500 1,350 775 850 1,650 1,400 900
1,900,000 1,800,000 1,700,000 1,600,000 1,400,000 1,400,000 1,500,000 1,400,000 1,300,000
690,000 660,000 620,000 580,000 510,000 510,000 550,000 510,000 470,000
0.50
WCLIB WWPA
1,350 1,150 850 475 650 950 525 250
825 750 500 300 400 575 325 150
180 180 180 180 180 180 180 180
625 625 625 625 625 625 625 625
1,900 1,800 1,400 825 900 1,800 1,450 950
1,900,000 1,800,000 1,600,000 1,400,000 1,400,000 1,500,000 1,400,000 1,300,000
690,000 660,000 580,000 510,000 510,000 550,000 510,000 470,000
0.49
NLGA
1,350 925 850 500 675 975 550 250
900 600 525 300 425 600 350 150
180 180 180 180 180 180 180 180
520 520 520 520 520 520 520 520
1,600 1,450 1,350 775 850 1,650 1,400 900
1,400,000 1,300,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000
510,000 470,000 440,000 400,000 400,000 440,000 400,000 370,000
0.46
WWPA
Specific Modulus of Elasticity
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
35
Table 4A (Cont.)
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade
Size classification
Bending
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,250 775 575 350 450 675 375 175
575 350 275 150 200 300 175 75
140 140 140 140 140 140 140 140
335 335 335 335 335 335 335 335
1,200 1,000 825 475 525 1,050 850 550
1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000
440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000
0.36
NELMA NSLB
1,250 775 575 350 450 675 375 175
575 350 275 150 200 300 175 75
170 170 170 170 170 170 170 170
555 555 555 555 555 555 555 555
1,200 1,000 825 475 525 1,050 850 550
1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000
440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000
0.41
NELMA NSLB
1,250 775 575 350 450 675 375 175
575 350 275 150 200 300 175 75
140 140 140 140 140 140 140 140
335 335 335 335 335 335 335 335
1,200 1,000 825 475 525 1,050 850 550
1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000
440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000
0.36
NELMA NSLB
1,250 775 575 350 450 675 375 175
575 350 275 150 200 300 175 75
135 135 135 135 135 135 135 135
350 350 350 350 350 350 350 350
1,200 1,000 825 475 525 1,050 850 550
1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000
440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000
0.36
NELMA NSLB
1,400 1,100 975 850 500 675 975 550 250
925 725 625 525 300 400 600 325 150
150 150 150 150 150 150 150 150 150
405 405 405 405 405 405 405 405 405
1,500 1,350 1,350 1,300 725 800 1,550 1,300 850
1,600,000 1,500,000 1,500,000 1,300,000 1,200,000 1,200,000 1,300,000 1,200,000 1,100,000
580,000 550,000 550,000 470,000 440,000 440,000 470,000 440,000 400,000
0.43
WCLIB WWPA
1,300 1,200 1,000 575 775 1,150 650 300
775 725 575 325 450 650 350 175
145 145 145 145 145 145 145 145
405 405 405 405 405 405 405 405
1,700 1,550 1,450 850 925 1,750 1,500 975
1,700,000 1,700,000 1,600,000 1,400,000 1,400,000 1,500,000 1,400,000 1,300,000
620,000 620,000 580,000 510,000 510,000 550,000 510,000 470,000
0.46
NLGA
Specific Modulus of Elasticity
Gravity4
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4 REFERENCE DESIGN VALUES
EASTERN HEMLOCK-BALSAM FIR Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility EASTERN HEMLOCK-TAMARACK Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility EASTERN SOFTWOODS Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility EASTERN WHITE PINE Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility HEM-FIR Select Structural No. 1 & Btr No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility HEM-FIR (NORTH) Select Structural No. 1 & Btr 2" & wider No. 1/ No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility
Grading Rules Agency
Tension parallel to grain
36
REFERENCE DESIGN VALUES
Table 4A (Cont.)
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade
MIXED MAPLE Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility MIXED OAK Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility NORTHERN RED OAK Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility NORTHERN SPECIES Select Structural No. 1/ No. 2 No. 3 Stud Construction Standard Utility NORTHERN WHITE CEDAR Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility RED MAPLE Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility
Size classification
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
Grading Rules Agency
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,000 725 700 400 550 800 450 225
600 425 425 250 325 475 275 125
195 195 195 195 195 195 195 195
620 620 620 620 620 620 620 620
875 700 550 325 350 725 575 375
1,300,000 1,200,000 1,100,000 1,000,000 1,000,000 1,100,000 1,000,000 900,000
470,000 440,000 400,000 370,000 370,000 400,000 370,000 330,000
0.55
NELMA
1,150 825 800 475 625 925 525 250
675 500 475 275 375 550 300 150
170 170 170 170 170 170 170 170
800 800 800 800 800 800 800 800
1,000 825 625 375 400 850 650 425
1,100,000 1,000,000 900,000 800,000 800,000 900,000 800,000 800,000
400,000 370,000 330,000 290,000 290,000 330,000 290,000 290,000
0.68
NELMA
1,400 1,000 975 550 750 1,100 625 300
800 575 575 325 450 650 350 175
220 220 220 220 220 220 220 220
885 885 885 885 885 885 885 885
1,150 925 725 425 450 975 750 500
1,400,000 1,400,000 1,300,000 1,200,000 1,200,000 1,200,000 1,100,000 1,000,000
510,000 510,000 470,000 440,000 440,000 440,000 400,000 370,000
0.68
NELMA
975 625 350 475 700 400 175
425 275 150 225 325 175 75
110 110 110 110 110 110 110
350 350 350 350 350 350 350
1,100 850 500 550 1,050 875 575
1,100,000 1,100,000 1,000,000 1,000,000 1,000,000 900,000 900,000
400,000 400,000 370,000 370,000 370,000 330,000 330,000
0.35
NLGA
775 575 550 325 425 625 350 175
450 325 325 175 250 375 200 100
120 120 120 120 120 120 120 120
370 370 370 370 370 370 370 370
750 600 475 275 300 625 475 325
800,000 700,000 700,000 600,000 600,000 700,000 600,000 600,000
290,000 260,000 260,000 220,000 220,000 260,000 220,000 220,000
0.31
NELMA
1,300 925 900 525 700 1,050 575 275
750 550 525 300 425 600 325 150
210 210 210 210 210 210 210 210
615 615 615 615 615 615 615 615
1,100 900 700 400 450 925 725 475
1,700,000 1,600,000 1,500,000 1,300,000 1,300,000 1,400,000 1,300,000 1,200,000
620,000 580,000 550,000 470,000 470,000 510,000 470,000 440,000
0.58
NELMA
Specific Modulus of Elasticity
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
37
Table 4A (Cont.)
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade
2" & wider 2" & wider 2" - 4" wide
2" & wider
2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
Grading Rules Agency
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,150 825 800 475 625 925 525 250
675 500 475 275 375 550 300 150
170 170 170 170 170 170 170 170
820 820 820 820 820 820 820 820
1,000 825 625 375 400 850 650 425
1,400,000 1,300,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000
510,000 470,000 440,000 400,000 400,000 440,000 400,000 370,000
0.67
NELMA
1,750 1,350 1,100 975 775 925 725 525 425 575 825 450 225
1,000 800 625 575 450 525 425 300 250 325 475 275 125
160 160 160 160 160 160 160 160 160 160 160 160 160
650 650 425 650 425 650 425 650 425 425 425 425 425
1,850 1,500 1,100 1,200 900 950 700 550 400 450 925 725 475
1,400,000 1,400,000 1,100,000 1,300,000 1,100,000 1,200,000 1,000,000 1,100,000 900,000 900,000 900,000 900,000 800,000
510,000 510,000 400,000 470,000 400,000 440,000 370,000 400,000 330,000 330,000 330,000 330,000 290,000
0.44 0.44 0.37 0.44 0.37 0.44 0.37 0.44 0.37 0.44 0.44 0.44 0.44
RIS
1,250 875 500 675 1,000 550 275
700 450 250 350 500 275 125
135 135 135 135 135 135 135
425 425 425 425 425 425 425
1,400 1,150 650 725 1,400 1,150 750
1,500,000 1,400,000 1,200,000 1,200,000 1,300,000 1,200,000 1,100,000
550,000 510,000 440,000 440,000 470,000 440,000 400,000
0.42
NLGA
1,300 875 775 450 600 875 500 225
575 400 350 200 275 400 225 100
135 135 135 135 135 135 135 135
335 335 335 335 335 335 335 335
1,200 1,050 1,000 575 625 1,200 1,000 675
1,300,000 1,200,000 1,100,000 1,000,000 1,000,000 1,000,000 900,000 900,000
470,000 440,000 400,000 370,000 370,000 370,000 330,000 330,000
0.36
NELMA NSLB WCLIB WWPA
1,000 725 700 400 550 800 450 225
600 425 425 250 325 475 275 125
155 155 155 155 155 155 155 155
425 425 425 425 425 425 425 425
1,000 825 650 375 400 850 650 425
1,100,000 1,000,000 1,000,000 900,000 900,000 900,000 800,000 800,000
400,000 370,000 370,000 330,000 330,000 330,000 290,000 290,000
0.36
WCLIB WWPA
Specific Modulus of Elasticity
Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
4 REFERENCE DESIGN VALUES
RED OAK Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility REDWOOD Clear Structural Select Structural Select Structural, open grain No. 1 No. 1, open grain No. 2 No. 2, open grain No. 3 No. 3, open grain Stud Construction Standard Utility SPRUCE-PINE-FIR Select Structural No. 1/ No. 2 No. 3 Stud Construction Standard Utility SPRUCE-PINE-FIR (SOUTH) Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility WESTERN CEDARS Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility
Size classification
38
REFERENCE DESIGN VALUES
Table 4A (Cont.)
Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3
(All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade
WESTERN WOODS Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility WHITE OAK Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility YELLOW CEDAR Select Structural No. 1/ No. 2 No. 3 Stud Construction Standard Utility YELLOW POPLAR Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility
Size classification
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
2" & wider 2" & wider 2" - 4" wide
Grading Rules Agency
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
900 675 675 375 525 775 425 200
400 300 300 175 225 350 200 100
135 135 135 135 135 135 135 135
335 335 335 335 335 335 335 335
1,050 950 900 525 575 1,100 925 600
1,200,000 1,100,000 1,000,000 900,000 900,000 1,000,000 900,000 800,000
440,000 400,000 370,000 330,000 330,000 370,000 330,000 290,000
0.36
WCLIB WWPA
1,200 875 850 475 650 950 525 250
700 500 500 275 375 550 325 150
220 220 220 220 220 220 220 220
800 800 800 800 800 800 800 800
1,100 900 700 400 450 925 725 475
1,100,000 1,000,000 900,000 800,000 800,000 900,000 800,000 800,000
400,000 370,000 330,000 290,000 290,000 330,000 290,000 290,000
0.73
NELMA
1200 800 475 625 925 525 250
725 475 275 375 550 300 150
175 175 175 175 175 175 175
540 540 540 540 540 540 540
1200 1000 575 650 1200 1050 675
1,600,000 1,400,000 1,200,000 1,200,000 1,300,000 1,200,000 1,100,000
580,000 510,000 440,000 440,000 470,000 440,000 400,000
0.46
NLGA
1,000 725 700 400 550 800 450 200
575 425 400 225 325 475 250 125
145 145 145 145 145 145 145 145
420 420 420 420 420 420 420 420
900 725 575 325 350 750 575 375
1,500,000 1,400,000 1,300,000 1,200,000 1,200,000 1,300,000 1,100,000 1,100,000
550,000 510,000 470,000 440,000 440,000 470,000 400,000 400,000
0.43
NSLB
Specific Modulus of Elasticity
Gravity4
1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. STRESS-RATED BOARDS. Stress-rated boards of nominal 1", 1-¼" and 1-½" thickness, 2" and wider, of most species, are permitted to use the design values shown for Select Structural, No.1 & Btr, No.1, No.2, No.3, Stud, Construction, Standard, Utility, and Clear Structural grades as shown in the 2" to 4" thick categories herein, when graded in accordance with the stress-rated board provisions in the applicable grading rules. Information on stress-rated board grades applicable to the various species is available from the respective grading rules agencies. Information on additional design values may also be available from the respective grading rules agencies. 3. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. 4. Specific gravity, G, based on weight and volume when oven-dry.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
39
Table 4B Adjustment Factors Size Factor, CF
CF = (12/d)
1/9
Repetitive Member Factor, Cr
Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number and are joined by floor, roof, or other load distributing elements adequate to support the design load.
Flat Use Factor, Cfu
Bending design values adjusted by size factors are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors: Flat Use Factors, Cfu
Width (depth)
Thickness (breadth) 2" & 3"
2" & 3" 4" 5" 6" 8" 10" & wider
1.0 1.1 1.1 1.15 1.15 1.2
— 1.0 1.05 1.05 1.05 1.1
Wet Service Factor, CM
When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table (for surfaced dry Dense Structural 86, Dense Structural 72, and Dense Structural 65 use tabulated surfaced green design values for wet service conditions without further adjustment): Wet Service Factors, CM
Fb F t Fv Fc⊥ Fc E and Emin * 0.85 1.0 0.97 0.67 0.8** 0.9 * when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc) ≤ 750 psi, CM = 1.0
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
4
4" REFERENCE DESIGN VALUES
Appropriate size adjustment factors have already been incorporated in the tabulated design values for most thicknesses of Southern Pine and Mixed Southern Pine dimension lumber. For dimension lumber 4" thick, 8" and wider (all grades except Dense Structural 86, Dense Structural 72, and Dense Structural 65), tabulated bending design values, Fb, shall be permitted to be multiplied by the size factor, CF = 1.1. For dimension lumber wider than 12" (all grades except Dense Structural 86, Dense Structural 72, and Dense Structural 65), tabulated bending, tension and compression parallel to grain design values for 12" wide lumber shall be multiplied by the size factor, CF = 0.9. When the depth, d, of Dense Structural 86, Dense Structural 72, or Dense Structural 65 dimension lumber exceeds 12", the tabulated bending design value, Fb, shall be multiplied by the following size factor:
40
REFERENCE DESIGN VALUES
Table 4B
Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick)1,2,3,4,5
(Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4B ADJUSTMENT FACTORS
Species and commercial grade
SOUTHERN PINE Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Construction Standard Utility Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud
Size classification
2" - 4" wide
4" wide
5" - 6" wide
8" wide
10" wide
12" wide
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain Modulus of Elasticity
Bending
Tension parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
2,700 2,350 2,050 1,650 1,500 1,300 1,200 1,100 1,050 650 875 475 225 2,400 2,100 1,850 1,500 1,350 1,200 1,050 1,000 950 575 2,200 1,950 1,700 1,350 1,250 1,100 975 925 875 525 1,950 1,700 1,500 1,200 1,050 950 850 800 750 475 1,800 1,600 1,400 1,100 1,000 900 800 750 700 450
1,900 1,650 1,450 1,100 1,000 875 750 675 600 400 500 275 125 1,650 1,450 1,300 1,000 875 775 650 600 525 350 1,550 1,350 1,200 900 800 700 600 550 500 325 1,300 1,150 1,050 800 700 625 525 475 425 275 1,250 1,100 975 750 650 575 500 450 400 250
175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175
660 565 480 660 565 480 660 565 480 565 565 565 565 660 565 480 660 565 480 660 565 480 565 660 565 480 660 565 480 660 565 480 565 660 565 480 660 565 480 660 565 480 565 660 565 480 660 565 480 660 565 480 565
2,050 1,900 1,800 1,750 1,650 1,550 1,500 1,450 1,450 850 1,600 1,300 850 1,900 1,800 1,700 1,650 1,550 1,450 1,450 1,400 1,350 800 1,850 1,700 1,650 1,600 1,500 1,400 1,400 1,350 1,300 775 1,800 1,650 1,600 1,550 1,450 1,400 1,350 1,300 1,250 750 1,750 1,650 1,550 1,500 1,400 1,350 1,300 1,250 1,250 725
1,900,000 1,800,000 1,600,000 1,800,000 1,600,000 1,400,000 1,600,000 1,400,000 1,300,000 1,300,000 1,400,000 1,200,000 1,200,000 1,900,000 1,800,000 1,600,000 1,800,000 1,600,000 1,400,000 1,600,000 1,400,000 1,300,000 1,300,000 1,900,000 1,800,000 1,600,000 1,800,000 1,600,000 1,400,000 1,600,000 1,400,000 1,300,000 1,300,000 1,900,000 1,800,000 1,600,000 1,800,000 1,600,000 1,400,000 1,600,000 1,400,000 1,300,000 1,300,000 1,900,000 1,800,000 1,600,000 1,800,000 1,600,000 1,400,000 1,600,000 1,400,000 1,300,000 1,300,000
690,000 660,000 580,000 660,000 580,000 510,000 580,000 510,000 470,000 470,000 510,000 440,000 440,000 690,000 660,000 580,000 660,000 580,000 510,000 580,000 510,000 470,000 470,000 690,000 660,000 580,000 660,000 580,000 510,000 580,000 510,000 470,000 470,000 690,000 660,000 580,000 660,000 580,000 510,000 580,000 510,000 470,000 470,000 690,000 660,000 580,000 660,000 580,000 510,000 580,000 510,000 470,000 470,000
Specific 6
Gravity G
0.55
0.55
0.55
SPIB 0.55
0.55
0.55
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
Grading Rules Agency
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
41
Table 4B (Cont.)
Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick)1,2,3,4,5
(Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4B ADJUSTMENT FACTORS
Species and commercial grade
Bending
Tension parallel to grain
Fb
Ft
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain Modulus of Elasticity Fv
Fc
Fc
E
Specific 6
Gravity
Emin
Grading Rules Agency
G
4
(Surfaced Dry - Used in dry service condtions - 19% or less moisture content) 2" & wider
2-1/2" & wider 2-1/2"-4" thick
2" - 4" wide
4" wide
5" - 6" wide
8" wide
10" wide
12" wide
2,600 2,200 2,000
1,750 1,450 1,300
175 175 175
2,100 1,750 1,600
1,400 1,200 1,050
165 165 165
2,050 1,450 1,100 650 850 475 225 1,850 1,300 1,000 575 1,750 1,200 925 525 1,500 1,050 800 475 1,400 975 750 450
1,200 875 675 400 500 275 125 1,100 750 600 350 1,000 700 550 325 875 600 475 275 825 575 450 250
175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175 175
660 2,000 1,800,000 660 1,650 1,800,000 660 1,500 1,800,000 (Surfaced Green - Used in any service condtion) 440 1,300 1,600,000 440 1,100 1,600,000 440 1,000 1,600,000 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565 565
1,800 1,650 1,450 850 1,600 1,300 850 1,700 1,550 1,400 775 1,600 1,450 1,350 800 1,600 1,450 1,300 750 1,550 1,400 1,250 725
1,600,000 1,500,000 1,400,000 1,200,000 1,300,000 1,200,000 1,100,000 1,600,000 1,500,000 1,400,000 1,200,000 1,600,000 1,500,000 1,400,000 1,200,000 1,600,000 1,500,000 1,400,000 1,200,000 1,600,000 1,500,000 1,400,000 1,200,000
660,000 660,000 660,000
0.55
SPIB
580,000 580,000 580,000
0.55
SPIB
580,000 550,000 510,000 440,000 470,000 440,000 400,000 580,000 550,000 510,000 440,000 580,000 550,000 510,000 440,000 580,000 550,000 510,000 440,000 580,000 550,000 510,000 440,000
0.51
0.51
0.51 SPIB 0.51
0.51
0.51
1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. STRESS-RATED BOARDS. Information for various grades of Southern Pine stress-rated boards of nominal 1", 1-¼", and 1-½" thickness, 2" and wider is available from the Southern Pine Inspection Bureau (SPIB) in the Standard Grading Rules for Southern Pine Lumber. 3. SPRUCE PINE. To obtain recommended design values for Spruce Pine graded to SPIB rules, multiply the appropriate design values for Mixed Southern Pine by the corresponding conversion factor shown below and round to the nearest 100,000 psi for E; to the nearest 10,000 psi for E; to the next lower multiple of 5 psi for Fv and Fc⊥; to the next lower multiple of 50 psi for Fb, Ft, and Fc if 1,000 psi or greater, 25 psi otherwise.
CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Bending to grain to grain to grain to grain Elasticity 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. 6. Specific gravity, G, based on weight and volume when oven-dry. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
REFERENCE DESIGN VALUES
SOUTHERN PINE Dense Structural 86 Dense Structural 72 Dense Structural 65 SOUTHERN PINE Dense Structural 86 Dense Structural 72 Dense Structural 65 MIXED SOUTHERN PINE Select Structural No.1 No.2 No.3 and Stud Construction Standard Utility Select Structural No.1 No.2 No.3 and Stud Select Structural No.1 No.2 No.3 and Stud Select Structural No.1 No.2 No.3 and Stud Select Structural No.1 No.2 No.3 and Stud
Size classification
42
REFERENCE DESIGN VALUES
Table 4C Adjustment Factors Flat Use Factor, Cfu
Bending design values are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall be multiplied by the following flat use factors:
Flat Use Factors, Cfu Width (depth)
2" & 3" 4" 5" 6" 8" 10" & wider
Thickness (breadth)
Repetitive Member Factor, Cr
Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number and are joined by floor, roof, or other load distributing elements adequate to support the design load.
2"
Wet
1.0 1.1 1.1 1.15 1.15 1.2
When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table:
Service Factor, CM
Wet Service Factors, CM
Fb
F t
Fv
Fc⊥
Fc
E and Emin
0.85 1.0 0.97 0.67 0.8 *
**
* when Fb ≤ 1,150 psi, CM = 1.0 ** when Fc ≤ 750 psi, CM = 1.0
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
0.9
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4C
Reference Design Values for Mechanically Graded Dimension Lumber1,2,3
(Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.)
43
USE WITH TABLE 4C ADJUSTMENT FACTORS
Commercial grade
Size classification
MACHINE STRESS RATED (MSR) LUMBER
2" and less in thickness 2" and wider
Fb
Ft
Fc
E
Emin
750 850 900 975 1,050 1,050 1,200 1,200 1,200 1,250 1,250 1,350 1,350 1,400 1,450 1,450 1,450 1,500 1,500 1,500 1,500 1,600 1,650 1,650 1,650 1,650 1700 1,800 1,800 1,800 1,800 1,850 1,950 1,950 2,000 2,100 2,250 2,250 2,250 2,400 2,400 2,500 2,550 2,550 2,700 2,700 2,850 2,850 3,000
425 475 350 550 450 575 600 600 650 800 725 750 750 800 800 825 875 900 900 900 900 950 1,020 1,020 1,175 1,020 1,175 1,300 1,175 1,200 1,175 1,175 1,375 1,375 1,300 1,575 1,750 1,750 1,750 1,925 1,925 1,750 1,400 2,050 1,800 2,150 1,600 2,300 2,400
925 975 1,050 1,450 1,225 1,500 1,400 1,400 1,550 1,475 1,600 1,600 1,600 1,600 1,625 1,600 1,625 1,650 1,650 1,650 1,650 1,675 1,700 1,700 1,700 1,750 1,725 1,750 1,750 1,750 1,750 1,850 1,800 1,800 1,825 1,875 1,925 1,925 1,925 1,975 1,975 2,000 2,000 2,025 2,100 2,100 2,100 2,150 2,200
1,400,000 1,400,000 1,000,000 1,600,000 1,200,000 1,600,000 1,200,000 1,300,000 1,600,000 1,400,000 1,600,000 1,300,000 1,400,000 1,200,000 1,300,000 1,300,000 1,500,000 1,400,000 1,500,000 1,600,000 1,700,000 1,400,000 1,300,000 1,500,000 1,600,000 1,700,000 1,600,000 1,500,000 1,600,000 1,800,000 2,000,000 1,700,000 1,500,000 1,700,000 1,600,000 1,800,000 1,700,000 1,800,000 1,900,000 1,800,000 2,000,000 2,200,000 1,800,000 2,100,000 2,000,000 2,200,000 1,800,000 2,300,000 2,400,000
710,000 710,000 510,000 810,000 610,000 810,000 610,000 660,000 810,000 710,000 810,000 660,000 710,000 610,000 660,000 660,000 760,000 710,000 760,000 810,000 860,000 710,000 660,000 760,000 810,000 860,000 810,000 760,000 810,000 910,000 1,020,000 860,000 760,000 860,000 810,000 910,000 860,000 910,000 970,000 910,000 1,020,000 1,120,000 910,000 1,070,000 1,020,000 1,120,000 910,000 1,170,000 1,220,000
Grading Rules Agency
SPIB SPIB
WCLIB, WWPA, NELMA, NSLB
SPIB SPIB SPIB NLGA, WCLIB, WWPA, NELMA, NSLB SPIB SPIB WCLIB SPIB NLGA, WCLIB, WWPA, NELMA, NSLB SPIB NLGA NLGA, WCLIB, WWPA, NELMA, NSLB SPIB WCLIB NLGA, WCLIB, WWPA, NELMA, NSLB SPIB SPIB SPIB NLGA NLGA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB SPIB
WCLIB
NLGA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB WCLIB SPIB SPIB NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA NLGA, WCLIB NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB SPIB NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB SPIB NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA, SPIB
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
4 REFERENCE DESIGN VALUES
750f-1.4E 850f-1.4E 900f-1.0E 975f-1.6E 1050f-1.2E 1050f-1.6E 1200f-1.2E 1200f-1.3E 1200f-1.6E 1250f-1.4E 1250f-1.6E 1350f-1.3E 1350f-1.4E 1400f-1.2E 1450f-1.3E 1450f-1.3E 1450f-1.5E 1500f-1.4E 1500f-1.5E 1500f-1.6E 1500f-1.7E 1600f-1.4E 1650f-1.3E 1650f-1.5E 1650f-1.6E 1650f-1.7E 1700f-1.6E 1800f-1.5E 1800f-1.6E 1800f-1.8E 1800f-2.0E 1850f-1.7E 1950f-1.5E 1950f-1.7E 2000f-1.6E 2100f-1.8E 2250f-1.7E 2250f-1.8E 2250f-1.9E 2400f-1.8E 2400f-2.0E 2500f-2.2E 2550f-1.8E 2550f-2.1E 2700f-2.0E 2700f-2.2E 2850f-1.8E 2850f-2.3E 3000f-2.4E
Design values in pounds per square inch (psi) Tension Compression parallel parallel Bending to grain to grain Modulus of Elasticity
44
REFERENCE DESIGN VALUES
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.) USE WITH TABLE 4C ADJUSTMENT FACTORS
Commercial grade
Size classification
Design values in pounds per square inch (psi) Tension Compression parallel parallel to grain Bending to grain Modulus of Elasticity
Grading Rules Agency
Fb
Ft
Fc
E
Emin
M-5
900
500
1,050
1,100,000
510,000
SPIB
M-6
1,100
600
1,300
1,000,000
470,000
SPIB
M-7
1,200
650
1,400
1,100,000
510,000
SPIB
M-8
1,300
700
1,500
1,300,000
610,000
SPIB
M-9
1,400
800
1,600
1,400,000
650,000
SPIB
M-10
1,400
800
1,600
1,200,000
560,000
NLGA, SPIB
M-11
1,550
850
1,675
1,500,000
700,000
NLGA, SPIB
M-12
1,600
850
1,675
1,600,000
750,000
NLGA, SPIB
M-13
1,600
950
1,675
1,400,000
650,000
NLGA, SPIB
M-14
1,800
1,000
1,750
1,700,000
790,000
NLGA, SPIB
M-15
1,800
1,100
1,750
1,500,000
700,000
NLGA, SPIB
M-16 M-17[4]
1,800
1,300
1,750
1,500,000
700,000
SPIB
1,950
1,300
2,050
1,700,000
790,000
SPIB
MACHINE EVALUATED LUMBER (MEL)
M-18
2" and less
2,000
1,200
1,825
1,800,000
840,000
NLGA, SPIB
M-19 M-20[4]
in thickness
2,000
1,300
1,825
1,600,000
750,000
NLGA, SPIB
2,000
1,600
2,100
1,900,000
890,000
SPIB
M-21
2" and wider
2,300
1,400
1,950
1,900,000
890,000
NLGA, SPIB
M-22
2,350
1,500
1,950
1,700,000
790,000
NLGA, SPIB
M-23
2,400
1,900
1,975
1,800,000
840,000
NLGA, SPIB
M-24
2,700
1,800
2,100
1,900,000
890,000
NLGA, SPIB
M-25
2,750
2,000
2,100
2,200,000
1,030,000
NLGA, SPIB
M-26 M-27[4]
2,800
1,800
2,150
2,000,000
930,000
NLGA, SPIB
3,000
2,000
2,400
2,100,000
980,000
SPIB
M-28
2,200
1,600
1,900
1,700,000
790,000
SPIB
M-29
1,550
850
1,650
1,700,000
790,000
SPIB
M-30
2,050
1,050
1,850
1,700,000
790,000
SPIB
M-31
2,850
1,600
2,150
1,900,000
890,000
SPIB
M-32
750
425
925
1,400,000
650,000
SPIB
M-33
850
475
975
1,400,000
650,000
SPIB
M-34
975
550
1,450
1,600,000
750,000
SPIB
M-35
1,050
575
1,500
1,600,000
750,000
SPIB
M-36
1,200
650
1,550
1,600,000
750,000
SPIB
M-37
1,250
725
1,600
1,600,000
750,000
SPIB
M-38
1,500
900
1,650
1,600,000
750,000
SPIB
M-39
1,650
1,020
1,750
1,700,000
790,000
SPIB
M-40
1,850
1,175
1,850
1,700,000
790,000
SPIB
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
45
Table 4C Footnotes 1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. SPECIFIC GRAVITY, G, SHEAR PARALLEL TO GRAIN, FV, AND COMPRESSION PERPENDICULAR TO GRAIN, Fc⊥. Values for specific gravity, G, shear parallel to grain, Fv, and compression perpendicular to grain, Fc⊥, are provided below for MSR and MEL lumber. For species or species groups not shown below, the G, Fv, and Fc⊥ values for visually graded lumber may be used. Higher G values may be claimed when (a) specifically assigned by the rules writing agency or (b) when qualified by test, quality controlled for G and provided for on the grade stamp. When a different G value is provided on the grade stamp, higher Fv and Fc⊥ design values may be calculated in accordance with the grading rule requirements.
Species
Douglas Fir-Larch
Douglas Fir-Larch (N) Douglas Fir-South Englemann SpruceLodgepole Pine
Hem-Fir
Hem-Fir (N) Southern Pine
Spruce-Pine-Fir
Sprce-Pine-Fir (S)
Western Cedars Western Woods
E (x106) psi 1.0 and higher 2.0 2.1 2.2 2.3 2.4 1.0 and higher 2.0 2.1 2.2 2.3 2.4 1.2 to 1.9 2.0 to 2.2 2.3 & higher 1.0 and higher 1.0 and higher 1.5 and higher 1.0 and higher 1.0 and higher 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 1.0 and higher 1.0 and higher 1.8* 1.9 and higher 1.2 and higher 1.8 to 1.9 2.0 and higher 1.0 and higher 1.2 to 1.9 1.2 to 1.7 1.8 to 1.9 2.0 and higher 1.0 and higher 1.0 and higher
Specific Gravity
G
0.50 0.51 0.52 0.53 0.54 0.55 0.50 0.51 0.52 0.53 0.54 0.55 0.49 0.53 0.57 0.46 0.38 0.46 0.43 0.43 0.44 0.45 0.46 0.47 0.48 0.49 0.50 0.51 0.52 0.46 0.55 0.57* 0.57 0.42 0.46 0.50 0.36 0.42 0.42 0.46 0.50 0.36 0.36
Design values in pounds per square inch (psi) Compression Shear parallel to grain perpendicular to grain
Fv
180 180 180 180 185 185 170 170 170 170 170 170 180 180 190 180 135 160 140 150 155 160 160 165 170 170 175 175 180 145 175 190* 190 135 160 170 135 150 150 160 175 155 135
Fc
625 670 690 715 735 760 625 670 690 715 735 760 625 715 715 520 335 555 405 405 510 535 555 580 600 625 645 670 690 405 565 805* 805 425 525 615 335 465 465 555 645 425 335
Grading Rules Agency WWPA
WWPA
WCLIB
WCLIB
NLGA NLGA WWPA WWPA WWPA WCLIB WWPA
WCLIB, WWPA
NLGA SPIB SPIB SPIB NLGA NLGA NLGA NELMA, NSLB, WCLIB, WWPA NELMA, NSLB WWPA NELMA, NSLB, WWPA WCLIB, WWPA WCLIB, WWPA
* 1.8E southern pine marked with a specific gravity of 0.55 on the grade stamp has a shear parallel to grain, Fv, of 175 psi and compression perpendicular to grain, Fc⊥, of 565 psi.
3. MODULUS OF ELASTICITY, E, AND TENSION PARALLEL TO GRAIN, Ft. For any given bending design value, Fb, the modulus of elasticity, E, and tension parallel to grain, Ft, design value may vary depending upon species, timber source, or other variables. The “E” and “Ft” values included in the “Fb-E” grade designations in Table 4C are those usually associated with each “Fb” level. Grade stamps may show higher or lower values if machine rating indicates the assignment is appropriate. Where the “E” or “Ft” values shown on a grade stamp differ from Table 4C values associated with the “Fb” on the grade stamp, the values on the stamp shall be used in design, and the “Fc” value associated with the “Fb” value in Table 4C shall be used. 4. COMPRESSION PARALLEL TO GRAIN, Fc. This grade requires “Fc” qualification and quality control. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
4 REFERENCE DESIGN VALUES
Douglas Fir-Larch
Modulus of Elasticity
46
REFERENCE DESIGN VALUES
Table 4D
Adjustment Factors
Size Factor, CF
When visually graded timbers are subjected to loads applied to the narrow face, tabulated design values shall be multiplied by the following size factors: Size Factors, CF
Depth Fb Ft Fc d > 12" (12/d)1/9 1.0 1.0 d ≤ 12" 1.0 1.0 1.0
Flat Use Factor, Cfu
When members designated as Beams and Stringers* in Table 4D are subjected to loads applied to the wide face, tabulated design values shall be multiplied by the following flat use factors:
Wet Service Factor, CM
When timbers are used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table (for Southern Pine and Mixed Southern Pine, use tabulated design values without further adjustment): Wet Service Factors, CM
Fb
F t
Fv
Fc⊥
Fc
1.00
1.00
1.00
0.67
0.91
E and Emin 1.00
Flat Use Factor, Cfu
Grade Fb E and Emin Other Properties Select Structural 0.86 1.00 1.00 No.1 0.74 0.90 1.00 No.2 1.00 1.00 1.00 *"Beams and Stringers" are defined in NDS 4.1.3 (also see Table 1B).
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
47
Table 4D
Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3
(Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4D ADJUSTMENT FACTORS Species and commercial Grade
Beams and Stringers Posts and Timbers
5"x5" and Larger
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers
Posts and Timbers
Beams and Stringers
Posts and Timbers
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain Modulus of Elasticity
Bending
Tension parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,400 1,150 750 1,300 1,050 625
675 475 300 700 575 350
155 155 155 155 155 155
525 525 525 525 525 525
925 775 500 975 850 600
1,200,000 1,200,000 1,000,000 1,200,000 1,200,000 1,000,000
440,000 440,000 370,000 440,000 440,000 370,000
0.47
WCLIB
1,150 1,000 625
750 675 425
200 200 175
615 615 615
1,050 925 600
1,300,000 1,300,000 1,000,000
470,000 470,000 370,000
0.43
SPIB
1,350 1,100 725 1,250 1,000 575
900 750 350 825 675 375
125 125 125 125 125 125
305 305 305 305 305 305
950 800 500 1,000 875 400
1,400,000 1,400,000 1,100,000 1,400,000 1,400,000 1,100,000
510,000 510,000 400,000 510,000 510,000 400,000
0.36
NELMA NSLB
1,650 1,400 900 1,550 1,250 725
975 700 450 1,050 850 475
180 180 180 180 180 180
715 715 715 715 715 715
975 825 525 1,050 900 425
1,500,000 1,500,000 1,200,000 1,500,000 1,500,000 1,200,000
550,000 550,000 440,000 550,000 550,000 440,000
0.71
NELMA NSLB
1,150 950 625 1,100 875 525
675 475 325 725 575 350
115 115 115 115 115 115
455 455 455 455 455 455
775 650 425 825 725 500
1,500,000 1,500,000 1,200,000 1,500,000 1,500,000 1,200,000
550,000 550,000 440,000 550,000 550,000 440,000
0.43
NLGA
1,900 1,600 1,550 1,350 875 1,750 1,500 1,400 1,200 750 1,900 1,600 1,550 1,350 1,000 875 1,750 1,500 1,400 1,200 850 750
1,100 950 775 675 425 1,150 1,000 950 825 475 1,100 950 775 675 500 425 1,150 1,000 950 825 550 475
170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170 170
730 625 730 625 625 730 625 730 625 625 730 625 730 625 730 625 730 625 730 625 730 625
1,300 1,100 1,100 925 600 1,350 1,150 1,200 1,000 700 1,300 1,100 1,100 925 700 600 1,350 1,150 1,200 1,000 825 700
1,700,000 1,600,000 1,700,000 1,600,000 1,300,000 1,700,000 1,600,000 1,700,000 1,600,000 1,300,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,300,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,300,000
620,000 580,000 620,000 580,000 470,000 620,000 580,000 620,000 580,000 470,000 620,000 580,000 620,000 580,000 510,000 470,000 620,000 580,000 620,000 580,000 510,000 470,000
0.50
WCLIB
0.50
WWPA
Specific Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
Grading Rules Agency
4 REFERENCE DESIGN VALUES
ALASKA CEDAR Select Structural No.1 No.2 Select Structural No.1 No.2 BALDCYPRESS Select Structural No.1 No.2 BALSAM FIR Select Structural No.1 No.2 Select Structural No.1 No.2 BEECH-BIRCH-HICKORY Select Structural No.1 No.2 Select Structural No.1 No.2 COAST SITKA SPRUCE Select Structural No.1 No.2 Select Structural No.1 No.2 DOUGLAS FIR-LARCH Dense Select Structural Select Structural Dense No. 1 No. 1 No. 2 Dense Select Structural Select Structural Dense No. 1 No. 1 No. 2 Dense Select Structural Select Structural Dense No. 1 No. 1 No. 2 Dense No. 2 Dense Select Structural Select Structural Dense No. 1 No. 1 No. 2 Dense No. 2
Size classification
48
REFERENCE DESIGN VALUES
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.) USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial Grade
Size classification
DOUGLAS FIR-LARCH (NORTH) Select Structural Beams and No.1 Stringers No.2 Select Structural Posts and No.1 Timbers No.2 DOUGLAS FIR-SOUTH Select Structural Beams and No.1 Stringers No.2 Select Structural Posts and No.1 Timbers No.2 EASTERN HEMLOCK Select Structural Beams and No.1 Stringers No.2 Select Structural Posts and No.1 Timbers No.2 EASTERN HEMLOCK-TAMARACK Select Structural Beams and No.1 Stringers No.2 Select Structural Posts and No.1 Timbers No.2 EASTERN HEMLOCK-TAMARACK (N) Select Structural Beams and No.1 Stringers No.2 Select Structural Posts and No.1 Timbers No.2 EASTERN SPRUCE Select Structural Beams and No.1 Stringers No.2 Select Structural Posts and No.1 Timbers No.2 EASTERN WHITE PINE Select Structural Beams and No.1 Stringers No.2 Select Structural Posts and No.1 Timbers No.2 HEM-FIR Select Structural Beams and No.1 Stringers No.2 Select Structural Posts and No.1 Timbers No.2
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain Modulus of Elasticity
Bending
Tension parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,600 1,300 875 1,500 1,200 725
950 675 425 1,000 825 475
170 170 170 170 170 170
625 625 625 625 625 625
1,100 925 600 1,150 1,000 700
1,600,000 1,600,000 1,300,000 1,600,000 1,600,000 1,300,000
580,000 580,000 470,000 580,000 580,000 470,000
0.49
NLGA
1,550 1,300 825 1,450 1,150 675
900 625 425 950 775 450
165 165 165 165 165 165
520 520 520 520 520 520
1,000 850 550 1,050 925 650
1,200,000 1,200,000 1,000,000 1,200,000 1,200,000 1,000,000
440,000 440,000 370,000 440,000 440,000 370,000
0.46
WWPA
1,350 1,150 750 1,250 1,050 600
925 775 375 850 700 400
155 155 155 155 155 155
550 550 550 550 500 550
950 800 550 1,000 875 400
1,200,000 1,200,000 900,000 1,200,000 1,200,000 900,000
440,000 440,000 330,000 440,000 440,000 330,000
0.41
NELMA NSLB
1,400 1,150 750 1,300 1,050 600
925 775 375 875 700 400
155 155 155 155 155 155
555 555 555 555 555 555
950 800 500 1,000 875 400
1,200,000 1,200,000 900,000 1,200,000 1,200,000 900,000
440,000 440,000 330,000 440,000 440,000 330,000
0.41
NELMA NSLB
1,450 1,200 775 1,350 1,100 650
850 600 400 900 725 425
165 165 165 165 165 165
555 555 555 555 555 555
950 800 500 1,000 875 600
1,300,000 1,300,000 1,100,000 1,300,000 1,300,000 1,100,000
470,000 470,000 400,000 470,000 470,000 400,000
0.47
NLGA
1,050 900 575 1,000 800 450
725 600 275 675 550 300
135 135 135 135 135 135
390 390 390 390 390 390
750 625 375 775 675 300
1,400,000 1,400,000 1,000,000 1,400,000 1,400,000 1,000,000
510,000 510,000 370,000 510,000 510,000 370,000
0.41
NELMA NSLB
1,050 875 575 975 800 450
700 600 275 650 525 300
125 125 125 125 125 125
350 350 350 350 350 350
675 575 400 725 625 325
1,100,000 1,100,000 900,000 1,100,000 1,100,000 900,000
400,000 400,000 330,000 400,000 400,000 330,000
0.36
NELMA NSLB
1,300 1,050 675 1,200 975 575
750 525 350 800 650 375
140 140 140 140 140 140
405 405 405 405 405 405
925 750 500 975 850 575
1,300,000 1,300,000 1,100,000 1,300,000 1,300,000 1,100,000
470,000 470,000 400,000 470,000 470,000 400,000
0.43
WCLIB WWPA
Specific Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
Grading Rules Agency
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.) USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial Grade
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain Modulus of Elasticity
Bending
Tension parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,250 1,000 675 1,150 925 550
725 500 325 775 625 375
135 135 135 135 135 135
405 405 405 405 405 405
900 750 475 950 850 575
1,300,000 1,300,000 1,100,000 1,300,000 1,300,000 1,100,000
470,000 470,000 400,000 470,000 470,000 400,000
0.46
NLGA
1,150 975 625 1,100 875 500
700 500 325 725 600 350
180 180 180 180 180 180
620 620 620 620 620 620
725 600 375 750 650 300
1,100,000 1,100,000 900,000 1,100,000 1,100,000 900,000
400,000 400,000 330,000 400,000 400,000 330,000
0.55
NELMA
1,350 1,150 725 1,250 1,000 575
800 550 375 850 675 400
155 155 155 155 155 155
800 800 800 800 800 800
370,000 370,000 290,000 370,000 370,000 290,000
0.68
NELMA
1,500 1,350 850
1,000 900 550
165 165 165
825 1,000,000 700 1,000,000 450 800,000 875 1,000,000 775 1,000,000 350 800,000 (Wet Service Conditons) 375 900 1,300,000 375 800 1,300,000 375 525 1,000,000
470,000 470,000 370,000
0.51
SPIB
1,350 1,100 725 1,250 1,000 625
775 550 375 825 675 400
170 170 170 170 170 170
570 570 570 570 570 570
875 725 475 925 800 550
1,100,000 1,100,000 900,000 1,100,000 1,100,000 900,000
400,000 400,000 330,000 400,000 400,000 330,000
0.47
WCLIB WWPA
1,250 1,050 675 1,150 950 550
850 700 350 800 650 375
135 135 135 135 135 135
435 435 435 435 435 435
850 725 450 900 800 375
1,300,000 1,300,000 1,000,000 1,300,000 1,300,000 1,000,000
470,000 470,000 370,000 470,000 470,000 370,000
0.42
NELMA NSLB
1,600 1,350 875 1,500 1,200 700
950 675 425 1,000 800 475
205 205 205 205 205 205
885 885 885 885 885 885
950 800 500 1,000 875 400
1,300,000 1,300,000 1,000,000 1,300,000 1,300,000 1,000,000
470,000 470,000 370,000 470,000 470,000 370,000
0.68
NELMA
900 750 500 850 675 400
600 500 250 575 450 250
115 115 115 115 115 115
370 370 370 370 370 370
600 500 325 650 550 250
700,000 700,000 600,000 700,000 700,000 600,000
260,000 260,000 220,000 260,000 260,000 220,000
0.31
NELMA
1,100 925 600 1,000 825 475
725 500 300 675 550 325
130 130 130 130 130 130
535 535 535 535 535 535
750 625 400 800 700 325
1,100,000 1,100,000 900,000 1,100,000 1,100,000 900,000
400,000 400,000 330,000 400,000 400,000 330,000
0.43
NLGA
2
MIXED SOUTHERN PINE Select Structural No.1 No.2 MOUNTAIN HEMLOCK Select Structural No.1 No.2 Select Structural No.1 No.2 NORTHERN PINE Select Structural No.1 No.2 Select Structural No.1 No.2 NORTHERN RED OAK Select Structural No.1 No.2 Select Structural No.1 No.2 NORTHERN WHITE CEDAR Select Structural No.1 No.2 Select Structural No.1 No.2 PONDEROSA PINE Select Structural No.1 No.2 Select Structural No.1 No.2
5"x5" and Larger
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Specific Gravity4
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
Grading Rules Agency
4 REFERENCE DESIGN VALUES
HEM-FIR (NORTH) Select Structural No.1 No.2 Select Structural No.1 No.2 MIXED MAPLE Select Structural No.1 No.2 Select Structural No.1 No.2 MIXED OAK Select Structural No.1 No.2 Select Structural No.1 No.2
Size classification
50
REFERENCE DESIGN VALUES
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.) USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial Grade
RED MAPLE Select Structural No.1 No.2 Select Structural No.1 No.2 RED OAK Select Structural No.1 No.2 Select Structural No.1 No.2 RED PINE Select Structural No.1 No.2 Select Structural No.1 No.2 REDWOOD Clear Structural Select Structural Select Structural Open Grain No. 1 No. 1 Open Grain No. 2 No. 2 Open Grain SITKA SPRUCE Select Structural No.1 No.2 Select Structural No.1 No.2 Select Structural No.1 No.2 Select Structural No.1 No.2 SOUTHERN PINE Dense Select Structural Select Structural No. 1 Dense No. 1 No. 2 Dense No. 2 Dense Select Structural 86 Dense Select Structural 72 Dense Select Structural 65
Size classification
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
5"x5" and Larger
Beams and Stringers Posts and Timbers Beams and Stringers Posts and Timbers
5" x 5" and Larger
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain Modulus of Elasticity
Bending
Tension parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,500 1,250 800 1,400 1,150 650
875 625 400 925 750 425
195 195 195 195 195 195
615 615 615 615 615 615
900 750 475 950 825 375
1,500,000 1,500,000 1,200,000 1,500,000 1,500,000 1,200,000
550,000 550,000 440,000 550,000 550,000 440,000
0.58
NELMA
1,350 1,150 725 1,250 1,000 575
800 550 375 850 675 400
155 155 155 155 155 155
820 820 820 820 820 820
825 700 450 875 775 350
1,200,000 1,200,000 1,000,000 1,200,000 1,200,000 1,000,000
440,000 440,000 370,000 440,000 440,000 370,000
0.67
NELMA
1,050 875 575 1,000 800 475
625 450 300 675 550 325
130 130 130 130 130 130
440 440 440 440 440 440
725 600 375 775 675 475
1,100,000 1,100,000 900,000 1,100,000 1,100,000 900,000
400,000 400,000 330,000 400,000 400,000 330,000
0.44
NLGA
1,850 1,400 1,100 1,200 950 1,000 750
1,250 950 750 800 650 525 400
145 145 145 145 145 145 145
650 650 420 650 420 650 420
1,650 1,200 900 1,050 800 900 650
1,300,000 1,300,000 1,000,000 1,300,000 1,000,000 1,100,000 900,000
470,000 470,000 370,000 470,000 370,000 400,000 330,000
0.44 0.44 0.37 0.44 0.37 0.44 0.37
RIS
1,200 1,000 650 1,150 925 550 1,200 1,000 650 1,150 925 550
675 500 325 750 600 350 675 500 325 750 600 350
140 140 140 140 140 140 140 140 140 140 140 140
435 435 435 435 435 435 435 435 435 435 435 435
470,000 470,000 370,000 470,000 470,000 370,000 470,000 470,000 400,000 470,000 470,000 400,000
0.43
WCLIB
0.43
WWPA
1,750 1,500 1,550 1,350 975 850 2,100 1,750 1,600
1,200 1,000 1,050 900 650 550 1,400 1,200 1,050
165 165 165 165 165 165 165 165 165
440 375 440 375 440 375 440 440 440
825 1,300,000 675 1,300,000 450 1,000,000 875 1,300,000 750 1,300,000 525 1,000,000 825 1,300,000 675 1,300,000 450 1,100,000 875 1,300,000 750 1,300,000 525 1,100,000 (Wet Service Conditons) 1,100 1,600,000 950 1,500,000 975 1,600,000 825 1,500,000 625 1,300,000 525 1,200,000 1,300 1,600,000 1,100 1,600,000 1,000 1,600,000
0.55
SPIB
580,000 550,000 580,000 550,000 470,000 440,000 580,000 580,000 580,000
Specific Gravity4
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Grading Rules Agency
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4D (Cont.)
51
Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial Grade
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain Modulus of Elasticity
Bending
Tension parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,100 900 600 1,050 850 500
650 450 300 700 550 325
125 125 125 125 125 125
425 425 425 425 425 425
775 625 425 800 700 500
1,300,000 1,300,000 1,000,000 1,300,000 1,300,000 1,000,000
470,000 470,000 370,000 470,000 470,000 370,000
0.42
NLGA
1,050 900 575 1,000 800 475
625 450 300 675 550 325
125 125 125 125 125 125
335 335 335 335 335 335
675 550 375 700 625 425
1,200,000 1,200,000 1,000,000 1,200,000 1,200,000 1,000,000
440,000 440,000 370,000 440,000 440,000 370,000
0.36
NELMA NSLB WWPA WCLIB
1,150 975 625 1,100 875 550
675 475 325 725 600 350
140 140 140 140 140 140
425 425 425 425 425 425
875 725 475 925 800 550
1,000,000 1,000,000 800,000 1,000,000 1,000,000 800,000
370,000 370,000 290,000 370,000 370,000 290,000
0.36
WCLIB WWPA
1,150 925 625 1,050 875 500
675 475 300 700 575 350
130 130 130 130 130 130
425 425 425 425 425 425
850 700 450 900 800 550
1,000,000 1,000,000 800,000 1,000,000 1,000,000 800,000
370,000 370,000 290,000 370,000 370,000 290,000
0.35
NLGA
1,400 1,150 750 1,300 1,050 650
825 575 375 875 700 425
170 170 170 170 170 170
410 410 410 410 410 410
1,000 850 550 1,100 950 650
1,400,000 1,400,000 1,100,000 1,400,000 1,400,000 1,100,000
510,000 510,000 400,000 510,000 510,000 400,000
0.47
WCLIB WWPA
1,400 1,150 750 1,300 1,050 650
825 575 375 875 700 425
135 135 135 135 135 135
410 410 410 410 410 410
1,000 850 550 1,100 950 650
1,400,000 1,400,000 1,100,000 1,400,000 1,400,000 1,100,000
510,000 510,000 400,000 510,000 510,000 400,000
0.46
NLGA
1,050 850 550 975 775 450
600 425 275 650 525 300
120 120 120 120 120 120
375 375 375 375 375 375
775 625 400 800 700 500
1,300,000 1,300,000 1,000,000 1,300,000 1,300,000 1,000,000
470,000 470,000 370,000 470,000 470,000 370,000
0.40
NLGA
Specific Gravity4
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Grading Rules Agency
4 REFERENCE DESIGN VALUES
SPRUCE-PINE-FIR Select Structural No.1 No.2 Select Structural No.1 No.2 SPRUCE-PINE-FIR (SOUTH) Select Structural No.1 No.2 Select Structural No.1 No.2 WESTERN CEDARS Select Structural No.1 No.2 Select Structural No.1 No.2 WESTERN CEDARS (NORTH) Select Structural No.1 No.2 Select Structural No.1 No.2 WESTERN HEMLOCK Select Structural No.1 No.2 Select Structural No.1 No.2 WESTERN HEMLOCK (NORTH) Select Structural No.1 No.2 Select Structural No.1 No.2 WESTERN WHITE PINE Select Structural No.1 No.2 Select Structural No.1 No.2
Size classification
52
REFERENCE DESIGN VALUES
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.) USE WITH TABLE 4D ADJUSTMENT FACTORS
Species and commercial Grade
WESTERN WOODS Select Structural No.1 No.2 Select Structural No.1 No.2 WHITE OAK Select Structural No.1 No.2 Select Structural No.1 No.2
Size classification
Beams and Stringers Posts and Timbers
Beams and Stringers Posts and Timbers
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to grain to grain to grain Modulus of Elasticity
Bending
Tension parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,050 900 575 1,000 800 475
625 450 300 675 525 325
125 125 125 125 125 125
345 345 345 345 345 345
750 625 425 800 700 475
1,100,000 1,100,000 900,000 1,100,000 1,100,000 900,000
400,000 400,000 330,000 400,000 400,000 330,000
0.36
WCLIB WWPA
1,400 1,200 750 1,300 1,050 600
825 575 375 875 700 400
205 205 205 205 205 205
800 800 800 800 800 800
900 775 475 950 825 400
1,000,000 1,000,000 800,000 1,000,000 1,000,000 800,000
370,000 370,000 290,000 370,000 370,000 290,000
0.73
NELMA
Specific Gravity4
Grading Rules Agency
Footnotes to Table 4D 1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 5" and thicker lumber, the GREEN dressed sizes shall be permitted to be used (see Table 1A) because design values have been adjusted to compensate for any loss in size by shrinkage which may occur. 2. SPRUCE PINE. To obtain recommended design values for Spruce Pine graded to Southern Pine Inspection Bureau (SPIB) rules, multiply the appropriate design values for Mixed Southern Pine by the corresponding conversion factor shown below and round to the nearest 100,000 psi for E; to the nearest 10,000 psi for E; to the next lower multiple of 5 psi for Fv and Fc⊥; to the next lower multiple of 50 psi for Fb, Ft, and Fc if 1,000 psi or greater, 25 psi otherwise.
CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE Tension parallel Bending to grain Fb Ft Conversion Factor
0.78
0.78
Shear parallel to grain Fv 0.98
Compression Compression perpendicular parallel to grain to grain Fc⊥ Fc 0.73
0.78
Modulus of Elasticity E and Emin 0.82
3. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. 4. Specific gravity, G, based on weight and volume when oven-dry.
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
53
Table 4E Adjustment Factors Wet Service Factor, CM
When decking is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table (for surfaced dry Southern Pine decking use tabulated surfaced green design values for wet service conditions without further adjustment): Wet Service Factors, CM F b
Fc⊥
E and Emin
0.85*
0.67
0.9
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0
Flat Use Factor, Cfu
Bending design values for all species of decking except Redwood are based on 4" thick decking. When 2" thick or 3" thick decking is used, the bending design values, Fb, for all species except Redwood shall be multiplied by the following size factors: Size Factors, CF
Repetitive Member Factor, Cr
Tabulated bending design values, Fb, for decking have already been adjusted for flatwise usage (load applied to wide face).
4
Thickness CF 2" 1.10 3" 1.04
Tabulated bending design values for repetitive member uses, (Fb)(Cr), for decking have already been multiplied by the repetitive member factor, Cr.
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REFERENCE DESIGN VALUES
Size Factor, CF
54
REFERENCE DESIGN VALUES
Table 4E
Reference Design Values for Visually Graded Decking1,2
(Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4E ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Bending Species and commercial grade
Size classification
Single Member
Repetitive Member
Compression perpendicular to grain
Fb
(Fb)(Cr)
Fc
E
Emin
Specific Modulus of Elasticity
Grading Rules Agency
3
Gravity G
BALSAM FIR Select
2"-4" thick
—
1,650
—
1,500,000
550,000
Commercial
4"-12"wide
—
1,400
—
1,300,000
470,000
Select
2"-4" thick
1,250
1,450
455
1,700,000
620,000
Commercial
4"& wider
1,050
1,200
455
1,500,000
550,000
Select
2"-4" thick
1,250
1,450
370
1,500,000
550,000
Commercial
4"& wider
1,050
1,200
370
1,400,000
510,000
Select Dex
2"-4" thick
1,750
2,000
625
1,800,000
660,000
Commercial Dex
6"-8"wide
1,450
1,650
625
1,700,000
620,000
Selected
2"-4" thick
1,750
2,000
625
1,800,000
660,000
Commercial
4"-12"wide
1,450
1,650
625
1,700,000
620,000
Select
2"-4" thick
1,750
2,000
625
1,800,000
660,000
Commercial
4"& wider
1,450
1,650
625
1,700,000
620,000
Selected
2"-4" thick
1,650
1,900
520
1,400,000
510,000
Commercial
4"-12"wide
1,400
1,600
520
1,300,000
470,000
Select
2"-4" thick
—
1,700
—
1,300,000
470,000
Commercial
4"-12"wide
—
1,450
—
1,100,000
400,000
0.36
NELMA
0.43
NLGA
0.43
NLGA
0.50
WCLIB
0.50
WWPA
0.49
NLGA
0.46
WWPA
0.41
NELMA
0.47
NLGA
0.41
NELMA
0.36
NELMA
0.38
NLGA
0.43
WCLIB
0.43
WWPA
0.46
NLGA
0.42
NELMA
0.35
NLGA
COAST SITKA SPRUCE
COAST SPECIES
DOUGLAS FIR-LARCH
DOUGLAS FIR-LARCH (NORTH)
DOUGLAS FIR-SOUTH
EASTERN HEMLOCK-TAMARACK
EASTERN HEMLOCK-TAMARACK (NORTH) Select
2"-4" thick
1,500
1,700
555
1,300,000
470,000
Commercial
4"& wider
1,250
1,450
555
1,100,000
400,000
Select
2"-4" thick
—
1,300
—
1,500,000
550,000
Commercial
4"-12"wide
—
1,100
—
1,400,000
510,000
Select
2"-4" thick
—
1,300
—
1,200,000
440,000
Commercial
4"-12"wide
—
1,100
—
1,100,000
400,000
EASTERN SPRUCE
EASTERN WHITE PINE
EASTERN WHITE PINE (NORTH) Select
2"-4" thick
900
1,050
350
1,200,000
440,000
Commercial
4"& wider
775
875
350
1,100,000
400,000
Select Dex
2"-4" thick
1,400
1,600
405
1,500,000
550,000
Commercial Dex
6"-8"wide
1,150
1,350
405
1,400,000
510,000
Selected
2"-4" thick
1,400
1,600
405
1,500,000
550,000
Commercial
4"-12"wide
1,150
1,350
405
1,400,000
510,000
Select
2"-4" thick
1,350
1,500
405
1,500,000
550,000
Commercial
4"& wider
1,100
1,300
405
1,400,000
510,000
Select
2"-4" thick
—
1,550
—
1,400,000
510,000
Commercial
4"-12"wide
—
1,300
—
1,300,000
470,000
HEM-FIR
HEM-FIR (NORTH)
NORTHERN PINE
NORTHERN SPECIES Select
2"-4" thick
900
1,050
350
1,100,000
400,000
Commercial
4"& wider
775
875
350
1,000,000
370,000
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
Table 4E (Cont.)
55
Reference Design Values for Visually Graded Decking1,2 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4E ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Bending
Species and commercial grade
Size classification
Single Member
Repetitive Member
Compression perpendicular to grain
Fb
(Fb)(Cr)
Fc
Specific Modulus of Elasticity E
Emin
Grading Rules Agency
3
Gravity G
NORTHERN WHITE CEDAR Select
2"-4" thick
—
1,100
—
800,000
290,000
Commercial
4"-12"wide
—
950
—
700,000
260,000
Select
2"-4" thick
1,200
1,400
535
1,300,000
470,000
Commercial
4"& wider
1,000
1,150
535
1,100,000
400,000
Select
2"-4" thick
1,150
1,350
440
1,300,000
470,000
Commercial
4"& wider
975
1,100
440
1,200,000
440,000
0.31
NELMA
0.43
NLGA
0.44
NLGA
4
PONDEROSA PINE
REDWOOD Select, Close grain
2" thick
Select
1,850
2,150
—
1,400,000
510,000
0.44
1,450
1,700
—
1,100,000
400,000
0.37
Commercial
6"& wider
1,200
1,350
—
1,000,000
370,000
0.37
Deck Heart
2" thick
400
450
420
900,000
330,000
0.37
and
4" wide
Deck Common
2" thick
700
800
420
900,000
330,000
0.37
RIS
6" wide SITKA SPRUCE Select Dex
2"-4" thick
1,300
1,500
435
1,500,000
550,000
Commercial Dex
6"-8"wide
1,100
1,250
435
1,300,000
470,000
2,000
2,300
660
1,800,000
660,000
1,650
1,900
660
1,600,000
580,000
1,400
1,650
565
1,600,000
580,000
1,650
1,900
660
1,600,000
580,000
1,400
1,650
565
1,600,000
580,000
SOUTHERN PINE 2"-4" thick
Select Dense Commercial
2" & wider
Commercial SOUTHERN PINE 2-1/2"-4" thick
Select Dense Commercial
0.55
SPIB
(Surfaced Green – Used in any service condition)
Dense Standard Dense Select
WCLIB
(Surfaced dry – Used in dry service conditions — 19% or less moisture content)
Dense Standard Dense Select
0.43
2" & wider
Commercial
1,600
1,800
440
1,600,000
580,000
1,350
1,500
440
1,400,000
510,000
1,150
1,300
375
1,400,000
510,000
1,350
1,500
440
1,400,000
510,000
1,150
1,300
375
1,400,000
510,000
0.55
SPIB
0.42
NLGA
0.36
NELMA WWPA
0.36
WCLIB
0.36
WWPA
0.35
NLGA
SPRUCE-PINE-FIR Select
2"-4" thick
1,200
1,400
425
1,500,000
550,000
Commercial
4"& wider
1,000
1,150
425
1,300,000
470,000
Selected
2"-4" thick
1,150
1,350
335
1,400,000
510,000
Commercial
4"-12"wide
950
1,100
335
1,200,000
440,000
Select Dex
2"-4" thick
1,250
1,450
425
1,100,000
400,000
Commercial Dex
6"-8"wide
1,050
1,200
425
1,000,000
370,000
Selected
2"-4" thick
1,250
1,450
425
1,100,000
400,000
Commercial
4"-12"wide
1,050
1,200
425
1,000,000
370,000
Select
2"-4" thick
1,200
1,400
425
1,100,000
400,000
Commercial
4"& wider
1,050
1,200
425
1,000,000
370,000
SPRUCE-PINE-FIR (SOUTH)
WESTERN CEDARS
WESTERN CEDARS (NORTH)
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REFERENCE DESIGN VALUES
RED PINE
56
REFERENCE DESIGN VALUES
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.) USE WITH TABLE 4E ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Bending
Species and commercial grade
Size classification
Single Member
Repetitive Member
Compression perpendicular to grain
Fb
(Fb)(Cr)
Fc
E
Emin
Specific Modulus of Elasticity
Grading Rules Agency
3
Gravity G
WESTERN HEMLOCK Select Dex
2"-4" thick
1,500
1,750
410
1,600,000
580,000
Commercial Dex
6"& wider
1,300
1,450
410
1,400,000
510,000
Select
2"-4" thick
1,500
1,750
410
1,600,000
580,000
Commercial
4"& wider
1,300
1,450
410
1,400,000
510,000
Select
2"-4" thick
1,100
1,300
375
1,400,000
510,000
Commercial
4"& wider
925
1,050
375
1,300,000
470,000
Selected
2"-4" thick
1,150
1,300
335
1,200,000
440,000
Commercial
4"-12"wide
950
1,100
335
1,100,000
400,000
0.47
WCLIB
0.46
NLGA
0.40
NLGA
0.36
WWPA
WESTERN HEMLOCK (NORTH)
WESTERN WHITE PINE
WESTERN WOODS
1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. 3. Specific gravity, G, based on weight and volume when oven-dry.
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
57
Table 4F Adjustment Factors Repetitive Member Factor, Cr
Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number, and are joined by floor, roof, or other load distributing elements adequate to support the design load. When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM
Fb
F t
Fv
Fc⊥
Fc
E and Emin
0.85*
1.0
0.97
0.67
0.8**
0.9
Bending design values adjusted by size factors are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors: Flat Use Factors, Cfu
Width
(depth) 2" & 3" 4" 5" 6" 8" 10" & wider
* when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc)(CF) ≤ 750 psi, CM = 1.0
Thickness (breadth) 2" & 3" 1.0 1.1 1.1 1.15 1.15 1.2
4" — 1.0 1.05 1.05 1.05 1.1
NOTE To facilitate the use of Table 4F, shading has been employed to distinguish design values based on a 4" nominal width (Construction, Standard, and Utility grades) or a 6" nominal width (Stud grade) from design values based on a 12" nominal width (Select Structural, No.1 & Btr, No.1, No.2, and No.3 grades).
Size Factor, CF
Tabulated bending, tension, and compression parallel to grain design values for dimension lumber 2" to 4" thick shall be multiplied by the following size factors: Size Factors, CF
Fb Ft Fc
Grades
Select Structural, No.1 & Btr, No.1, No.2, No.3 Stud Construction, Standard Utility
Width (depth) 2", 3", & 4" 5" 6" 8" 10" 12" 14" & wider 2", 3", & 4" 5" & 6" 8" & wider 2", 3", & 4" 4" 2" & 3"
Thickness (breadth) 2" & 3"
4"
1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.2 1.3 1.2 1.1 1.2 1.1 1.0 1.1 1.0 0.9 1.0 0.9 1.1 1.1 1.1 1.0 1.0 1.0 Use No.3 Grade tabulated design values and size factors 1.0 1.0 1.0 1.0 0.4
1.0 —
1.0 0.4
1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.05 1.0 1.0 1.0 0.6
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4 REFERENCE DESIGN VALUES
Wet Service Factor, CM
Flat Use Factor, Cfu
58
REFERENCE DESIGN VALUES
Table 4F
Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3
(Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4F ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial Grade
Size classification
AUSTRIAN SPRUCE - Austria & The Czech Republic Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility DOUGLAS FIR - France & Germany Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility DOUGLAS FIR/EUROPEAN LARCH - Austria,
Grading Rules Agency
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,500 1,000 925 525 725 1,050 575 275
675 450 400 225 325 475 250 125
175 175 175 175 175 175 175 175
260 260 260 260 260 260 260 260
1,250 1,100 1,050 625 675 1,300 1,100 725
1,700,000 1,600,000 1,500,000 1,300,000 1,300,000 1,400,000 1,300,000 1,200,000
620,000 580,000 550,000 470,000 470,000 510,000 470,000 440,000
0.43
WCLIB
1,500 975 825 475 650 925 525 250
675 450 375 225 300 425 225 100
205 205 205 205 205 205 205 205
540 540 540 540 540 540 540 540
1,250 1,100 1,000 600 650 1,250 1,050 675
1,900,000 1,700,000 1,500,000 1,300,000 1,300,000 1,400,000 1,300,000 1,200,000
690,000 620,000 550,000 470,000 470,000 510,000 470,000 440,000
0.48
WCLIB
1,900 1,400 1,350 775 800 1,000 575 275
850 625 600 350 350 450 250 125
195 195 195 195 195 195 195 195
440 440 440 440 440 440 440 440
1,400 1,250 1,250 700 700 1,250 1,100 700
1,800,000 1,700,000 1,600,000 1,400,000 1,400,000 1,500,000 1,300,000 1,300,000
660,000 620,000 580,000 510,000 510,000 550,000 470,000 470,000
0.48
WCLIB
975 650 600 350 475 675 375 175
425 300 275 150 200 300 175 75
135 135 135 135 135 135 135 135
325 325 325 325 325 325 325 325
1,100 950 850 475 525 1,050 875 575
1,300,000 1,100,000 1,000,000 900,000 900,000 900,000 800,000 800,000
470,000 400,000 370,000 330,000 330,000 330,000 290,000 290,000
0.45
WCLIB
1,200 850 800 450 625 900 500 250
550 375 350 200 275 400 225 100
150 150 150 150 150 150 150 150
430 430 430 430 430 430 430 430
1,200 1,050 1,000 575 625 1,200 1,050 675
1,600,000 1,400,000 1,300,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000
580,000 510,000 470,000 400,000 400,000 440,000 400,000 370,000
0.42
WCLIB
1,350 825 625 375 575 725 400 200
600 375 275 175 250 325 175 75
125 125 125 125 125 125 125 125
220 220 220 220 220 220 220 220
1,200 1,000 875 500 600 1,100 900 600
1,500,000 1,400,000 1,200,000 1,100,000 1,100,000 1,100,000 1,000,000 1,000,000
550,000 510,000 440,000 400,000 400,000 400,000 370,000 370,000
0.42
WCLIB
Specific Modulus of Elasticity
5
Gravity
2
The Czech Republic, & Bavaria Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility MONTANE PINE - South Africa Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility NORWAY SPRUCE - Estonia, Latvia, & Lithuania Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility NORWAY SPRUCE - Finland Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
59
Table 4F (Cont.)
Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3
(Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4F ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial Grade
Size classification
Bending
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
1,200 825 725 425 575 825 475 225
550 375 325 200 250 375 200 100
170 170 170 170 170 170 170 170
355 355 355 355 355 355 355 355
1,200 1,050 950 550 600 1,200 975 650
1,600,000 1,400,000 1,200,000 1,100,000 1,100,000 1,100,000 1,000,000 900,000
580,000 510,000 440,000 400,000 400,000 400,000 370,000 330,000
0.42
WCLIB
1,250 850 725 425 575 850 475 225
575 375 325 200 250 375 200 100
100 100 100 100 100 100 100 100
275 275 275 275 275 275 275 275
1,200 1,050 950 550 600 1,200 1,000 650
1,500,000 1,400,000 1,200,000 1,100,000 1,100,000 1,100,000 1,000,000 1,000,000
550,000 510,000 440,000 400,000 400,000 400,000 370,000 370,000
0.38
WCLIB
1,250 825 675 400 550 775 425 200
550 375 300 175 250 350 200 100
170 170 170 170 170 170 170 170
285 285 285 285 285 285 285 285
1,200 1,050 925 525 575 1,150 950 625
1,600,000 1,400,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000
580,000 510,000 440,000 400,000 400,000 440,000 400,000 370,000
0.42
WCLIB
1,300 900 775 450 600 875 500 225
600 400 350 200 275 400 225 100
135 135 135 135 135 135 135 135
270 270 270 270 270 270 270 270
1,200 1,050 1,000 575 625 1,200 1,000 675
1,700,000 1,600,000 1,400,000 1,300,000 1,300,000 1,300,000 1,200,000 1,100,000
620,000 580,000 510,000 470,000 470,000 470,000 440,000 400,000
0.50
WCLIB
1,150 800 750 425 575 850 475 225
525 350 325 200 275 375 225 100
130 130 130 130 130 130 130 130
430 430 430 430 430 430 430 430
1,150 1,050 975 550 625 1,200 1,000 650
1,500,000 1,400,000 1,200,000 1,100,000 1,100,000 1,100,000 1,000,000 1,000,000
550,000 510,000 440,000 400,000 400,000 400,000 370,000 370,000
0.45
WCLIB
1,300 950 925 525 725 1,050 600 275
600 425 425 250 325 475 275 125
150 150 150 150 150 150 150 150
210 210 210 210 210 210 210 210
1,200 1,100 1,100 625 675 1,300 1,100 725
1,500,000 1,400,000 1,300,000 1,200,000 1,200,000 1,200,000 1,100,000 1,000,000
550,000 510,000 470,000 440,000 440,000 440,000 400,000 370,000
0.48
WCLIB
Specific Modulus of Elasticity
5
Gravity G
4
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REFERENCE DESIGN VALUES
NORWAY SPRUCE - Germany, NE France, & Switzerland Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility NORWAY SPRUCE - Romania & Ukraine Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility NORWAY SPRUCE - Sweden Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility SCOTS PINE - Austria & The Czech Republic, Romania, & Ukraine Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility SCOTS PINE - Estonia, Latvia, & Lithuania Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility SCOTS PINE - Finland Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility
Grading Rules Agency
Tension parallel to grain
60
REFERENCE DESIGN VALUES
Table 4F (Cont.)
Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3
(Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4F ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial Grade
Size classification
4
SCOTS PINE - Germany Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility
2" & wider 2" & wider 2" - 4" wide
SCOTS PINE - Sweden Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility SILVER FIR (Abies alba) - Germany, NE France, & Switzerland Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility SOUTHERN PINE - Misiones Argentina Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility SOUTHERN PINE - Misiones Argentina, Free of Heart Center and Medium Grain Density Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility
Grading Rules Agency
Bending
Tension parallel to grain
Shear parallel to grain
Compression perpendicular to grain
Compression parallel to grain
Fb
Ft
Fv
Fc
Fc
E
Emin
G
1,200 800 700 400 550 800 450 225
550 375 325 175 250 375 200 100
160 160 160 160 160 160 160 160
395 395 395 395 395 395 395 395
1,200 1,050 950 550 600 1,150 975 625
1,600,000 1,400,000 1,100,000 1,000,000 1,000,000 1,100,000 1,000,000 900,000
580,000 510,000 400,000 370,000 370,000 400,000 370,000 330,000
0.53
WCLIB
1,350 825 575 325 450 650 375 175
600 375 250 150 200 300 175 75
120 120 120 120 120 120 120 120
410 410 410 410 410 410 410 410
1,200 1,000 825 475 525 1,050 850 550
1,700,000 1,500,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000
620,000 550,000 440,000 400,000 400,000 440,000 400,000 370,000
0.47
WCLIB
950 725 725 425 575 825 475 225
425 325 325 200 250 375 200 100
125 125 125 125 125 125 125 125
400 400 400 400 400 400 400 400
1,100 975 950 550 600 1,150 975 650
1,500,000 1,400,000 1,300,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000
550,000 510,000 470,000 400,000 400,000 440,000 400,000 370,000
0.43
WCLIB
1,100 775 725 425 575 825 475 225
500 350 325 200 250 375 200 100
150 150 150 150 150 150 150 150
440 440 440 440 440 440 440 440
1,150 1,000 950 550 600 1,150 975 650
1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000
440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000
0.45
SPIB
1,700 1,150 1,000 575 800 1,150 650 300
775 525 450 250 350 525 300 125
210 210 210 210 210 210 210 210
710 710 710 710 710 710 710 710
1,250 1,150 1,100 650 700 1,350 1,150 750
1,500,000 1,500,000 1,500,000 1,400,000 1,400,000 1,400,000 1,300,000 1,200,000
550,000 550,000 550,000 510,000 510,000 510,000 470,000 440,000
0.54
SPIB
Specific Modulus of Elasticity
5
Gravity
1. LUMBER DIMENSIONS. Reference design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in the load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. Reference design values are applicable only for 2x4 dimensional lumber and shall not be multiplied by the size factor adjustment. 3. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. 4. Does not include states of Baden-Wurttemburg and Saarland. 5. Specific gravity, G, based on weight and volume when oven-dry.
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
61
4
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REFERENCE DESIGN VALUES
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62
REFERENCE DESIGN VALUES
Table 5A Adjustment Factors Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural glued laminated bending members shall be multiplied by the following volume factor:
Wet Service Factor, CM
When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM
CV = (21/L)1/x (12/d)1/x (5.125/b)1/x ≤ 1.0
where:
L = length of bending member between points of
Fb
F t
Fv
Fc⊥
Fc
E and Emin
0.8 0.8 0.875 0.53 0.73 0.833
zero moment, ft
d = depth of bending member, in.
b = width (breadth) of bending member, in. For multiple piece width, b = width of widest piece in the layup. Thus b ≤ 10.75".
x = 20 for Southern Pine
x = 10 for all other species
The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply.
Flat Use Factor, Cfu
Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12":
Flat Use Factors, Cfu Member dimension parallel to wide faces of laminations
10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2"
Cfu 1.01 1.04 1.07 1.10 1.16 1.19
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(7)
(7)
28F-2.1E SP
(7)(8)
3000
2800
(1)
(2)
2400
2300
1950
1450
1450
1100
(psi) 925
Fbx-
805
805
650
650
500
425
(psi) 315
Fcx
Compression Perpendicular to Grain
195
(3)
(3)
(6)
300
300
265
265
210
(6)
(psi) 195
Fvx (4)
Shear Parallel to Grain
2.1 2.1
(9)
(9)
1.9
1.8
1.7
1.5
(10 psi) 1.3
6
Ex
For Deflection Calculations
1.11
1.11 (9)
(9)
1.00
0.95
0.90
0.79
(10 psi) 0.69
6
Ex min
For Stability Calculations
Modulus of Elasticity
1750
1600
1600
1450
1050
800
(psi) 800
Fby
Bending
650
650
560
560
315
315
(psi) 315
Fcy
Compression Perpendicular to Grain
(3)
(3)
260
260
230
230
185
170
(psi) 170
Fvy (4)(5)
Shear Parallel to Grain
0.69 0.85 0.85 0.90 0.90
1.6 1.6 1.7 1.7
0.63
Ey min
(106 psi) 0.58
1.3
1.2
Ey
(106 psi) 1.1
For Stability Calculations
Modulus of Elasticity
For Deflection Calculations
Loaded Parallel to Wide Faces of Laminations
Bending About Y-Y Axis
925 1000 1600 1600 1750 1750
725 775 1100 1150 1250 1250
Fc (psi) 925
Ft
(10)
(10)
0.55
0.55
0.50
0.50
0.42
0.41
0.41
G
Compression Specific Gravity Parallel to for Grain Fastener Design
(psi) 675
Tension Parallel to Grain
Fasteners
REFERENCE DESIGN VALUES
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized.
AMERICAN WOOD COUNCIL
Stress classes represent groups of similar glued laminated timber combinations. Values for individual combinations are included in Table 5A - Expanded. Reference design values are for members with 4 or more laminations. For 2 and 3 lamination members, see Table 5B. Some stress classes are not available in all species. Contact manufacturer for availability.
1. For balanced layups, Fbx- shall be equal to Fbx+ for the stress class. Designer shall specify when balanced layup is required. 2. The negative reference bending design value, Fbx-, is permitted to be increased to 1850 psi for Douglas Fir and to 1950 psi for Southern Pine for specific combinations. Designer shall specify when these increased design values are required. 3. For structural glued laminated timber of Southern Pine, the reference shear design values, Fvx and Fvy, are permitted to be increased to 300 psi, and 260 psi, respectively. 4. The reference design values for shear, Fvx and Fvy, shall be multiplied by the shear reduction factor, Cvr, for the conditions defined in NDS 5.3.10. 5. Reference design values are for timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For timbers manufactured from multiple piece laminations (across width) that are not edge bonded, the reference design value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members. This reduction shall be cumulative with the adjustment in footnote (4). 6. Certain Southern Pine combinations may contain lumber with wane. If lumber with wane is used, the reference design value for shear parallel to grain, Fvx, shall be multiplied by 0.67 if wane is allowed on both sides. If wane is limited to one side, Fvx shall be multiplied by 0.83. This reduction shall be cumulative with the adjustment in footnote (4). 7. 26F, 28F, and 30F beams are not produced by all manufacturers, therefore, availability may be limited. Contact supplier or manufacturer for details. 8. 30F combinations are restricted to a maximum 6 in. nominal width unless the manufacturer has qualified for wider widths based on full-scale tests subject to approval by an accredited inspection agency. 9. For 28F and 30F members with more than 15 laminations, Ex = 2.0 million psi and Exmin = 1.06 million psi. 10. For structural glued laminated timber of Southern Pine, specific gravity for fastener design is permitted to be increased to 0.55.
30F-2.1E SP
2600
2400
24F-1.8E
26F-1.9E
2000
2400
20F-1.5E
(psi) 1600
Fbx+
24F-1.7E
16F-1.3E
Stress Class
Top of Beam Stressed in Tension
(Positive Bending) (Negative Bending)
Bottom of Beam Stressed in Tension
Bending
Bending About X-X Axis
Loaded Perpendicular to Wide Faces of Laminations
Axially Loaded
(Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.)
Use with Table 5A Adjustment Factors
Reference Design Values for Structural Glued Laminated Softwood Timber
Table 5A
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 63
4
Outer/ Core
Symbol
SP/SP SP/SP SP/SP SP/SP SP/SP
16F-V2 16F-V3 16F-V5 16F-E1 16F-E3
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AMERICAN WOOD COUNCIL
SP/SP SP/SP
SP/SP
(4)
24F-V1
24F-V4 24F-V5
DF/HF DF/HF HF/HF HF/HF
24F-1.7E
SP/SP SP/SP SP/SP SP/SP SP/SP
DF/DF DF/DF AC/AC AC/AC POC/POC POC/POC HF/HF DF/DF DF/DF HF/HF ES/ES SPF/SPF SPF/SPF
24F-V5 24F-V10 24F-E11 24F-E15
20F-V2 20F-V3 20F-V5 20F-E1 20F-E3
20F-V3 20F-V7 20F-V12 20F-V13 20F-V14 20F-V15 20F-E2 20F-E3 20F-E6 20F-E7 20F-E8 24F-E/SPF1 24F-E/SPF3
20F-1.5E
DF/DF DF/DF HF/HF DF/DF DF/DF HF/HF
16F-V3 16F-V6 16F-E2 16F-E3 16F-E6 16F-E7
16F-1.3E
Species
Combination
Tension (Negative Bending)
Tension
(Positive Bending)
2400 2400
2400
2400 2400 2400 2400 2400
2000 2000 2000 2000 2000
2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2400 2400
1600 1600 1600 1600 1600
1600 1600 1600 1600 1600 1600 1600
(psi)
1650 2400
1750
1450 1600 2400 2400 1600
1550 1450 2000 1300 2000
1100 1450 2000 1400 2000 1450 2000 1400 1200 2000 2000 1300 2400 1550
1400 1450 1600 1250 1600
925 1250 1600 1050 1200 1600 1600
(psi)
Fbx-
Stressed in
Stressed in
Fbx+
Top of Beam
Bottom of Beam
Bending
740 740
740
650 650 500 500
740 650 740 650 650
650 650 560 560 560 560 500 560 560 500 450 560 560
740 740 650 650 650
560 560 375 560 560 375
500
425
650 740
650
650 650 500 500
650 650 740 650 650
560 650 560 560 560 560 500 560 560 500 450 560 650
650 740 650 650 650
210 300
300
210 215 215 215 215
300 300 300 300 300
195 265 265 265 265 265 265 215 265 265 215 200 215 215
300 300 300 300 300
195 265 265 215 265 265 215
(psi)
(psi) 315
Fvx (2)
Fcx 560 560 375 560 560 375
Compression Shear Parallel to Grain Perpendicular to Grain Tension Compression Face Face Stability
Deflection
1.7 1.7
1.7
1.7 1.7 1.8 1.8 1.7
1.5 1.5 1.6 1.7 1.7
1.5 1.6 1.6 1.5 1.5 1.5 1.5 1.6 1.7 1.7 1.6 1.5 1.6 1.6
1.5 1.4 1.6 1.6 1.7
1.3 1.5 1.6 1.4 1.6 1.6 1.4
0.90 0.90
0.90
0.90 0.90 0.95 0.95 0.95
0.79 0.79 0.85 0.90 0.90
0.79 0.85 0.85 0.79 0.79 0.79 0.79 0.85 0.90 0.90 0.85 0.79 0.85 0.85
0.79 0.74 0.85 0.85 0.90
0.69 0.79 0.85 0.74 0.85 0.85 0.74
(10 psi)
6
6
(10 psi)
Ex min
Ex
Calculations Calculations
For
For
Modulus of Elasticity
1350 1700
1450
1050 1350 1450 1550 1200
1450 1600 1450 1400 1700
800 1450 1450 1250 1250 1300 1300 1200 1400 1550 1450 1000 1150 1200
1450 1450 1600 1400 1650
800 1450 1450 1200 1400 1550 1350
(psi)
Fby
Bending
470 650
650
315 375 375 375 375
650 650 650 650 650
315 560 560 470 470 470 470 375 560 560 375 315 470 470
650 650 650 650 650
315 560 560 375 560 560 375
(psi)
Fcy
230 260
260
185 200 200 190 190
260 260 260 260 260
170 230 230 230 230 230 230 190 230 230 190 175 190 195
260 260 260 260 260
170 230 230 190 230 230 190
(psi)
Fvy (2)(3)
Compression Shear Parallel Perpendicular to Grain to Grain For Stability
1.5 1.6
1.5
1.3 1.5 1.5 1.5 1.5
1.4 1.5 1.4 1.6 1.6
1.2 1.5 1.6 1.4 1.4 1.4 1.4 1.4 1.6 1.6 1.4 1.4 1.6 1.5
1.4 1.4 1.5 1.6 1.6
1.1 1.5 1.5 1.3 1.5 1.5 1.3
(106 psi)
Ey
0.79 0.85
0.79
0.69 0.79 0.79 0.79 0.79
0.74 0.79 0.74 0.85 0.85
0.63 0.79 0.85 0.74 0.74 0.74 0.74 0.74 0.85 0.85 0.74 0.74 0.85 0.79
0.74 0.74 0.79 0.85 0.85
0.58 0.79 0.79 0.69 0.79 0.79 0.74
(106 psi)
Ey min
Calculations Calculations
Deflection
For
Modulus of Elasticity
Bending About Y-Y Axis (Loaded Parallel to Wide Faces of Laminations)
Bending About X-X Axis (Loaded Perpendicular to Wide Faces of Laminations)
975 1150
1100
775 1100 1150 1150 975
1000 1000 1050 1050 1150
725 1000 1050 925 950 900 900 925 1050 1150 1050 825 1150 900
1000 975 1000 1050 1100
675 975 1000 825 975 1000 875
(psi)
Ft
1350 1600
1500
1000 1450 1550 1550 1500
1400 1400 1500 1550 1600
925 1550 1600 1500 1550 1600 1600 1350 1600 1650 1450 1100 2000 1750
1300 1400 1550 1550 1550
925 1500 1600 1150 1600 1600 1250
(psi)
Fc
Tension Compression Parallel to Parallel to Grain Grain
Axially Loaded
0.55 0.55
0.55
0.50 0.50 0.43 0.43
0.55 0.55 0.55 0.55 0.55
0.50 0.50 0.46 0.46 0.46 0.46 0.43 0.50 0.50 0.43 0.41 0.42 0.42
0.55 0.55 0.55 0.55 0.55
0.50 0.50 0.43 0.50 0.50 0.43
G
0.42
0.41
0.43 0.55
0.55
0.43 0.43 0.43 0.43
0.55 0.55 0.55 0.55 0.55
0.50 0.50 0.46 0.46 0.46 0.46 0.43 0.50 0.50 0.43 0.41 0.42 0.42
0.55 0.55 0.55 0.55 0.55
0.50 0.50 0.43 0.50 0.50 0.43
Side Face
0.41
Top or Bottom Face
Specific Gravity for Fastener Design
Fasteners
(Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.)
Use with Table 5A Adjustment Factors
Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber Combinations1
Table 5A
64 REFERENCE DESIGN VALUES
Outer/ Core
Symbol
SP/SP SP/SP
3000 3000
3000
2800 2800
2800
2600 2600 2600 2600 2600
2600 2600
2600
2400 2400 2400 2400
2400 2400 2400 2400 2400 2400
(psi)
2400 3000
2400
2300 2800
2300
2000 2100 2100 2600 2600
1950 2600
1950
2000 2400 1450 2400
1450 1850 2400 1450 2400 2400
(psi)
805 805
805 805
740 740 740 740 740
650 650
740 740 805 805
650 650 650 650 650
650 650 650 650 650
805
805
650
805 805
805 805
740 740 740 740 740
650 650
740 740 650 805
300 300
300
300 300
300
300 300 300 300 300
265 265
265
300 300 300 300
265 265 265 265 265 265
(psi)
(psi) 650
Fvx (2)
Fcx
Stability
Deflection
Fby
1750 1750 1750
1.11(7) 1.11(7) 2.1 2.1 (7)
1.11(7) (7)
1600 2000
1.11(7) 1.11(7)
2.1 (7)
1600
1.11(7)
1700 1950 1950 1700 1950
1850 1850
1600
1700 1700 1550 1850
1450 1450 1550 1400 1750 1550
(psi)
2.1 (7)
0.95 1.00 1.00 1.00 1.00
1.06 1.06
1.00
0.95 0.95 0.95 1.00
0.95 0.95 0.95 0.95 0.95 0.95
(10 psi)
6
Ex min
Bending
2.1 (7) 2.1 (7)
1.8 1.9 1.9 1.9 1.9
2.0 2.0
1.9
1.8 1.8 1.8 1.9
1.8 1.8 1.8 1.8 1.8 1.8
(10 psi)
6
Ex
Calculations Calculations
For
For
Modulus of Elasticity
650 650
650
650 650
650
650 740 650 650 650
560 560
560
650 650 650 650
560 560 560 560 560 560
(psi)
Fcy
260 260
260
260 260
260
260 260 260 260 260
230 230
230
260 260 260 260
230 230 230 230 230 230
(psi)
Fvy (2)(3)
Compression Shear Parallel Perpendicular to Grain to Grain For Stability
1.7 1.7
1.7
1.7 1.7
1.7
1.6 1.8 1.8 1.8 1.8
1.8 1.8
1.6
1.6 1.6 1.7 1.8
1.6 1.6 1.6 1.7 1.7 1.7
(106 psi)
Ey
Ft
1150 1350 1350 1150 1300 1250 1200 1300 1250 1300 1300 1250 1250 1350
0.85
0.85 0.95 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.90 0.90
1150 1150 1150 1450
0.85 0.85 0.90 0.95 0.95 0.95
1100 1100 1100 1100 1250 975
(psi)
Fc
0.55 0.55 0.55 0.55
1650 1650 1600 1750
1750 1750
1750
1850 1850
0.55 0.55
0.55 0.55
0.55 0.55 0.55 0.55 0.55
1600 1850 1800 1600 1850 1750
0.50 0.50
1850 1850
1600
0.50 0.50 0.50 0.50 0.50
1600 1650 1650 1700 1700 1700
(psi)
G
0.55
0.55
0.50
0.55 0.55
0.55 0.55
0.55 0.55 0.55 0.55 0.55
0.50 0.50
0.55 0.55 0.55 0.55
0.50 0.50 0.50 0.50 0.50
Side Face
0.50
Top or Bottom Face
Specific Gravity for Fastener Design
Tension Compression Parallel to Parallel to Grain Grain
0.85 0.85 0.85 0.90 0.90 0.90
(106 psi)
Ey min
Calculations Calculations
Deflection
For
Modulus of Elasticity
Fasteners
Axially Loaded
1. The combinations in this table are applicable to members consisting of 4 or more laminations and are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces of the laminations. However, reference design values are tabulated for loading both perpendicular and parallel to the wide faces of the laminations. For combinations and reference design values applicable to members loaded primarily axially or parallel to the wide faces of the laminations, see Table 5B. For members of 2 or 3 laminations, see Table 5B. 2. The reference design values for shear, Fvx and Fvy, shall be multiplied by the shear reduction factor, Cvr, for the conditions defined in NDS 5.3.10. 3. Reference design values are for structural glued laminated timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For structural glued laminated timber manufactured from multiple piece laminations (across width) that are not edge-bonded, value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members. This reduction shall be cumulative with the adjustment in footnote 2. 4. This combination may contain lumber with wane. If lumber with wane is used, the reference design value for shear parallel to grain, Fvx, shall be multiplied by 0.67 if wane is allowed on both sides. If wane is limited to one side, Fvx shall be multiplied by 0.83. This reduction shall be cumulative with the adjustment in footnote 2. 5. 26F, 28F, and 30F beams are not produced by all manufacturers, therefore, availability may be limited. Contact supplier or manufacturer for details. 6. 30F combinations are restricted to a maximum 6 in. nominal width unless the manufacturer has qualified for wider widths based on full-scale tests subject to approval by an accredited inspection agency. 7. For 28F and 30F members with more than 15 laminations, Ex = 2.0 million psi and Exmin = 1.06 million psi.
30F-E1 30F-E2
(5)(6)
SP/SP SP/SP
30F-2.1E SP
28F-E1 28F-E2
(5)
SP/SP SP/SP SP/SP SP/SP SP/SP
26F-V1 26F-V2 26F-V3 26F-V4 26F-V5
(Negative Bending)
(Positive Bending)
Fbx-
Tension
Tension
Fbx+
Stressed in
Stressed in
Shear Parallel Compression to Grain Perpendicular to Grain Tension Compression Face Face
REFERENCE DESIGN VALUES
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AMERICAN WOOD COUNCIL
28F-2.1E SP
DF/DF DF/DF
26F-V1 26F-V2
(5)
SP/SP SP/SP SP/SP SP/SP
24F-V3 24F-V8 24F-E1 24F-E4
26F-1.9E
DF/DF DF/DF DF/DF DF/DF DF/DF
24F-V4 24F-V8 24F-E4 24F-E13 24F-E18
24F-1.8E
Species
Top of Beam
Bottom of Beam
Bending
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
(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.)
Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber Combinations1
Combination
Table 5A (Cont.)
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 65
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REFERENCE DESIGN VALUES
Table 5B Adjustment Factors Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural glued laminated bending members shall be multiplied by the following volume factor: CV = (21/L)1/x (12/d)1/x (5.125/b)1/x ≤ 1.0
where:
L = length of bending member between points of zero moment, ft
d = depth of bending member, in.
b = width (breadth) of bending member, in. For multiple piece width layups, b = width of widest
Flat Use Factor, Cfu
Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12":
Flat Use Factors, Cfu Member dimension parallel to wide faces of laminations 10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2"
Cfu 1.01 1.04 1.07 1.10 1.16 1.19
piece in the layup. Thus b ≤ 10.75".
x = 20 for Southern Pine
x = 10 for all other species
The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply.
Wet Service Factor, CM
When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM
F b
F t
Fv
Fc⊥
Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
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Grade
SP SP SP SP SP SP SP SP SP SP SP SP SP
47 47 47 48 48 48 49 49 49 49 50 50 50
L3 L2 L2D L1CL L1 L3 L2 L1 L1D L3 L3 L2 L1D L1S L3 L2 L1D
1.5 1.6 1.9 1.9 2.0 1.3 1.4 1.6 1.7 1.0 1.2 1.3 1.6 1.6 1.3 1.4 1.7
1.4 1.4 1.4 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.9 1.9 1.9
0.74 0.74 0.74 0.90 0.90 0.90 0.90 0.90 0.90 0.90 1.00 1.00 1.00
650 650 650 740 740 740 650 650 650 650 740 740 740
1200 1150 1000 1400 1350 1150 1350 1350 1300 1150 1550 1500 1350
950 1250 1450 1400 1650 800 1050 1200 1400 525 725 975 1250 1250 775 1050 1350 1900 1700 1500 2200 2000 1750 2100 2000 1900 1700 2300 2200 2000
1550 1950 2300 2100 2400 1100 1350 1500 1750 850 1150 1450 1900 1900 1500 1900 2300 1150 1150 1150 1350 1350 1350 1450 1450 1450 1450 1700 1700 1700
1250 1600 1900 1950 2100 1050 1350 1500 1750 725 1100 1450 1900 1900 1200 1550 2050
2 or 3 Laminations Fc (psi)
1750 1750 1600 2000 2000 1850 1950 1950 1950 1850 2300 2300 2100
1450 1800 2100 2200 2400 1200 1500 1750 2000 800 1100 1400 1850 1850 1200 1450 1950
4 or More Laminations Fby (psi)
1550 1550 1550 1800 1800 1800 1750 1750 1750 1750 2100 2100 2100
1250 1600 1850 2000 2100 1050 1350 1550 1850 700 975 1250 1650 1650 1050 1300 1750
3 Laminations Fby (psi)
1300 1300 1300 1500 1500 1500 1500 1500 1500 1500 1750 1750 1750
1000 1300 1550 1650 1800 850 1100 1300 1550 575 775 1000 1400 1400 825 1100 1500
2 Laminations Fby (psi)
260 260 260 260 260 260 260 260 260 260 260 260 260
230 230 230 230 230 190 190 190 190 170 230 230 230 230 230 230 230
Fvy (psi)
1400 1400 1400 1600 1600 1600 1800 1800 1800 1800 2100 2100 2100
1250 1700 2000 2100 2200 1100 1450 1600 1900 725 1000 1350 1750 1900 1050 1400 1850
2 Laminations to (4) 15 in. Deep Fbx (psi)
0.50 0.50 0.50 0.50 0.50 0.43 0.43 0.43 0.43 0.35 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55
300 300 300 300 300 300 300 300 300 300 300 300 300
Specific Gravity for Fastener Design G
Fasteners
265 265 265 265 265 215 215 215 215 195 265 265 265 265 265 265 265
Fvx (psi)
Loaded Perpendicular to Wide Faces of Laminations Bending Shear Parallel to Grain(3)
1. For members with 2 or 3 laminations, the reference shear design value for transverse loads parallel to the wide faces of the laminations, Fvy, shall be reduced by multiplying by a factor of 0.84 or 0.95, respectively. 2. The reference shear design value for transverse loads applied parallel to the wide faces of the laminations, Fvy, shall be multiplied by 0.4 for members with 5, 7, or 9 laminations manufactured from multiple piece laminations (across width) that are not edge bonded. The reference shear design value, Fvy, shall be multiplied by 0.5 for all other members manufactured from multiple piece laminations with unbonded edge joints. This reduction shall be cumulative with the adjustments in footnotes 1 and 3. 3. The reference design values for shear, Fvx and Fvy, shall be multiplied by the shear reduction factor, Cvr, for the conditions defined in NDS 5.3.10. 4. For members greater than 15 in. deep, the reference bending design value, Fbx, shall be reduced by multiplying by a factor of 0.88. 5. When Western Cedars, Western Cedars (North), Western Woods, and Redwood (open grain) are used in combinations for Softwood Species (SW), the reference design value for modulus of elasticity, E, shall be reduced by 100,000 psi and Emin shall be reduced by 52,800 psi. When Coast Sitka Spruce, Coast Species, Western White Pine, and Eastern White Pine are used in combinations for Softwood Species (SW) reference design values for shear parallel to grain, Fvx and Fvy, shall be reduced by 10 psi, before applying any other adjustments.
1:12 1:10
1:14 1:12 1:10
1:10 1:8
N2M12 N2M10 N2M N2D12 N2D10 N2D N1M16 N1M14 N1M12 N1M N1D14 N1D12 N1D
560 560 650 590 650 375 375 375 500 315 470 470 560 560 470 470 560
4 or More Laminations Fc (psi)
Compression Parallel to Grain
Loaded Parallel to Wide Faces of Laminations Shear Parallel Bending to Grain(1)(2)(3)
Bending about Y-Y Axis
REFERENCE DESIGN VALUES
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AMERICAN WOOD COUNCIL
1:10 1:8
Visually Graded Southern Pine
DF DF DF DF DF HF HF HF HF SW AC AC AC AC POC POC POC
1 2 3 4 5 14 15 16 17 (5) 22 69 70 71 72 73 74 75
0.79 0.85 1.00 1.00 1.06 0.69 0.74 0.85 0.90 0.53 0.63 0.69 0.85 0.85 0.69 0.74 0.90
Calculations Calculations
E 6 (10 psi)
Tension Parallel to Grain
Axially Loaded
Compression 2 or More Perpendicular Lamito Grain nations Emin Fc Ft (106 psi) (psi) (psi)
For Stability
For
Deflection
Visually Graded Western Species
Combination Species Symbol
All Loading Modulus of Elasticity
Use with Table 5B Adjustment Factors Bending About X-X Axis
(Members stressed primarily in axial tension or compression) (Tabulated design values are for normal load duration and dry service conditions. See
NDS 5.3 for a comprehensive description of design value adjustment factors.)
Reference Design Values for Structural Glued Laminated Softwood Timber
Table 5B
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 67
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REFERENCE DESIGN VALUES
Table 5C Adjustment Factors Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural glued laminated bending members shall be multiplied by the following volume factor: CV = (21/L)1/10 (12/d)1/10 (5.125/b)1/10 ≤ 1.0
where:
L = length of bending member between points of zero moment, ft
d = depth of bending member, in.
b = width (breadth) of bending member, in. For multiple piece width layups, b = width of widest
Flat Use Factor, Cfu
Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12":
Flat Use Factors, Cfu Member dimension parallel to wide faces of laminations 10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2"
Cfu 1.01 1.04 1.07 1.10 1.16 1.19
piece in the layup. Thus b ≤ 10.75".
The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply.
Wet Service Factor, CM
When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM
F b
F t
Fv
Fc⊥
Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
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1600 1600 2000 2000 2400 2400 2400 2400 2400
800 1600 1000 2000 1200 2400 1200 1200 1200
440 440 590 590 770 770 590 895 1075
125 125 155 155 180 180 155 220 235
125 125 155 180 155 180 180 200 180 200 200 200
(psi)
Fvx 6
Ex min
Calculations
1.4 1.4 1.6 1.6 1.8 1.8 1.8 1.8 1.8
1.2 1.2 1.3 1.3 1.3 1.3 1.4 1.5 1.4 1.6 1.7 1.7 0.74 0.74 0.85 0.85 0.95 0.95 0.95 0.95 0.95
0.63 0.63 0.69 0.69 0.69 0.69 0.74 0.79 0.74 0.85 0.90 0.90
(10 psi) (10 psi)
6
Ex
Calculations
For Stability
For Deflection
Modulus of Elasticity
1250 1400 1350 1600 1550 1650 1450 1650 1700
1050 1050 1250 1450 1250 1450 1400 1700 1400 1700 1700 1700
(psi)
Fby
285 285 405 405 590 590 405 710 900
285 285 405 590 405 590 590 835 590 835 835 835
(psi)
Fcy
Compression Perpendicular Bending to Grain
110 110 135 135 160 160 135 195 205
110 110 135 160 135 160 160 175 160 175 175 175
(psi)
Fvy(2)
Shear Parallel to Grain (Horizontal)
For
1.2 1.2 1.3 1.3 1.5 1.5 1.5 1.6 1.5
1.0 1.1 1.1 1.1 1.1 1.1 1.2 1.3 1.2 1.3 1.4 1.4
Ey
For
Fc (psi) 800 860 950 1200 950 1200 1200 1250 1200 1300 1400 1400 975 1000 1050 1100 1400 1400 1200 1350 1450
Ft 600 625 700 750 725 775 800 875 850 900 975 1000 825 900 950 1050 1050 1050 975 1050 1100
0.53 0.58 0.58 0.58 0.58 0.58 0.63 0.69 0.63 0.69 0.74 0.74 0.63 0.63 0.69 0.69 0.79 0.79 0.79 0.85 0.79
Tension Compression Parallel to Parallel to Grain Grain
(psi)
Ey min
Calculations
Stability
(106 psi) (106 psi)
Calculations
Deflection
Modulus of Elasticity
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
1. The combinations in this table are applicable to members consisting of 4 or more laminations and are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces of the laminations. However, reference design values are tabulated for loading both perpendicular and parallel to the wide faces of the laminations. For combinations and reference design values for members loaded primarily axially or parallel to the wide faces of the laminations, see Table 5D. For members with 2 or 3 laminations, see Table 5D. 2. Reference design values are for timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For timbers manufactured from multiple piece laminations (across width) that are not edge bonded, value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members. 3. Fastener values are for groups of hardwood species permitted in each combination. If actual species is known, values for that species are permitted to be used.
16F-E1 16F-E2 20F-E1 20F-E2 24F-E1 24F-E2 24F-E3 YP 24F-E4 RM 24F-E5 RO
285 285 405 590 405 590 590 835 590 835 835 835
(psi)
(psi) 600 1200 700 700 1400 1400 800 800 1600 1600 1000 2000
Fcx
Fbx-
Shear Parallel to Grain (Horizontal)
Loaded Parallel to Wide Faces of Laminations
Bending About Y-Y Axis
REFERENCE DESIGN VALUES
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E-Rated Hardwoods
1200 1200 1400 1400 1400 1400 1600 1600 1600 1600 2000 2000
Combination Fbx+ Symbol (psi) Visually Graded Hardwoods
12F-V1 12F-V2 14F-V1 14F-V2 14F-V3 14F-V4 16F-V1 16F-V2 16F-V3 16F-V4 20F-V1 20F-V2
Top of Beam Stressed in Tension
(Positive Bending) (Negative Bending)
Bottom of Beam Stressed in Tension
Bending
Compression Perpendicular to Grain
Loaded Perpendicular to Wide Faces of Laminations
Bending About X-X Axis
Axially Loaded
(Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.)
Use with Table 5C Adjustment Factors
Reference Design Values for Structural Glued Laminated Hardwood Timber(1)
Table 5C
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 69
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REFERENCE DESIGN VALUES
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
71
Table 5D Adjustment Factors Volume Factor, CV
Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural glued laminated bending members shall be multiplied by the following volume factor: CV = (21/L)1/10 (12/d)1/10 (5.125/b)1/10 ≤ 1.0
where:
L = length of bending member between points of
d = depth of bending member, in.
b = width (breadth) of bending member, in. For multiple piece width layups, b = width of widest
Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12":
Flat Use Factors, Cfu Member dimension parallel to wide faces of laminations 10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2"
Cfu 1.01 1.04 1.07 1.10 1.16 1.19
piece in the layup. Thus b ≤ 10.75".
The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply.
Wet Service Factor, CM
When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM
F b
F t
Fv
Fc⊥
Fc
E and Emin
0.8
0.8
0.875
0.53
0.73
0.833
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4 REFERENCE DESIGN VALUES
zero moment, ft
Flat Use Factor, Cfu
Group
N3 N2 N1 SS N3 N2 N1 SS N3 N2 N1 SS N3 N2 N1 SS
Grade
E 6 (10 psi)
H1 H2 H3 H4 H5 H6 H7 H8 H9 H10 H11 H12 H13 H14 H15 H16
A A A A B B B B C C C C D D D D
1.3 1.5 1.7 1.7 1.2 1.3 1.5 1.5 1.0 1.2 1.3 1.3 0.9 1.1 1.2 1.2
Visually Graded Hardwoods
Symbol
Combination Species
0.67 0.78 0.88 0.88 0.62 0.67 0.78 0.78 0.52 0.62 0.67 0.67 0.47 0.57 0.62 0.62
Emin (106 psi)
Stability Calculations
Deflection
For
Calculations
For
Modulus of Elasticity Tension Parallel to Grain
835 835 835 835 590 590 590 590 405 405 405 405 285 285 285 285
to Grain Fc (psi) 425 875 1000 1150 350 750 850 950 300 625 725 825 250 550 625 700
nations Ft (psi) 900 1300 1450 1600 800 1150 1300 1450 625 900 1000 1100 575 825 925 1050
nations Fc (psi) 900 1300 1450 1600 800 1150 1300 1450 625 900 1000 1100 575 825 925 1050
nations Fc (psi)
2 or 3 Lami-
Compression Parallel to Grain
Axially Loaded
Compression 2 or More 4 or More Perpendicular LamiLami-
All Loading
1250 1700 2000 2000 1050 1450 1650 1700 900 1200 1400 1450 775 1050 1200 1250
nations Fby (psi)
4 or More Lami-
1100 1550 1800 1850 900 1300 1500 1550 800 1100 1300 1350 675 950 1100 1150
nations Fby (psi)
3 Lami-
Bending
875 1300 1550 1600 750 1050 1300 1350 625 925 1100 1150 550 800 950 1000
nations Fby (psi)
2 Lami-
175 175 175 175 160 160 160 160 135 135 135 135 110 110 110 110
nations Fvy (psi)
4 or More Lami-
Shear Parallel (1)(2) to Grain
Loaded Parallel to Wide Faces of Laminations
Bending about Y-Y Axis
925 1200 1600 1700 750 1000 1350 1400 675 875 1150 1200 575 750 1000 1050
15 in. Deep Fbx (psi)
2 Laminations to
Bending
(3)
200 200 200 200 180 180 180 180 155 155 155 155 125 125 125 125
Fvx (psi)
Shear Parallel to Grain
Bending About X-X Axis
Loaded Perpendicular to Wide Faces of Laminations
0.63 0.63 0.63 0.63 0.53 0.53 0.53 0.53 0.45 0.45 0.45 0.45 0.39 0.39 0.39 0.39
Fastener Design G
Specific Gravity for
Fasteners
(Members stressed primarily in axial tension or compression) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.)
Use with Table 5D Adjustment Factors
Reference Design Values for Structural Glued Laminated Hardwood Timber
Table 5D
72 REFERENCE DESIGN VALUES
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AMERICAN WOOD COUNCIL
Group
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
E 6 (10 psi) 0.73 0.88 0.88 0.98 0.98 0.73 0.88 0.88 0.98 0.98 0.73 0.88 0.88 0.98 0.98 0.73 0.73 0.88 0.88 0.98 0.98
Emin (106 psi) 1015 1015 1015 1015 1015 770 770 770 770 770 590 590 590 590 590 440 440 440 440 440 440
to Grain Fc (psi) 1000 1150 1450 1350 1700 1000 1150 1450 1350 1700 1000 1150 1450 1350 1700 1000 1250 1150 1450 1350 1700
nations Ft (psi) 1500 1950 2000 2600 2430 1500 1950 2000 2300 2400 1500 1950 2000 2300 2400 1500 1500 1950 2000 2300 2400
nations Fc (psi) 1350 1850 1900 2200 2300 1350 1850 1900 2200 2300 1350 1850 1900 2200 2300 1350 1400 1850 1900 2200 2300
nations Fc (psi)
2 or 3 Lami-
Compression Parallel to Grain
Compression 2 or More 4 or More Perpendicular LamiLami-
Tension Parallel to Grain
Axially Loaded
1850 2100 2300 2400 2400 1850 2100 2300 2400 2400 1850 2100 2300 2400 2400 1850 2000 2100 2300 2400 2400
nations Fby (psi)
4 or More Lami-
1750 2000 2200 2300 2400 1750 2000 2200 2300 2400 1750 2000 2200 2300 2400 1750 1900 2000 2200 2300 2400
nations Fby (psi)
3 Lami-
Bending
1550 1750 1950 2100 2300 1550 1750 1950 2100 2300 1550 1750 1950 2100 2300 1550 1700 1750 1950 2100 2300
nations Fby (psi)
2 Lami-
175 175 175 175 175 160 160 160 160 160 135 135 135 135 135 110 110 110 110 110 110
nations Fvy (psi)
4 or More Lami-
Shear Parallel (1)(2) to Grain
Loaded Parallel to Wide Faces of Laminations
Bending about Y-Y Axis
1200 1450 1650 1700 2100 1200 1450 1650 1700 2100 1200 1450 1650 1700 2100 1200 1250 1450 1650 1700 2100
15 in. Deep Fbx (psi)
2 Laminations to
Bending
(3)
200 200 200 200 200 180 180 180 180 180 155 155 155 155 155 125 125 125 125 125 125
Fvx (psi)
Shear Parallel to Grain
Bending About X-X Axis
Loaded Perpendicular to Wide Faces of Laminations
REFERENCE DESIGN VALUES
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AMERICAN WOOD COUNCIL
0.63 0.63 0.63 0.63 0.63 0.53 0.53 0.53 0.53 0.53 0.45 0.45 0.45 0.45 0.45 0.39 0.39 0.39 0.39 0.39 0.39
Fastener Design G
Specific Gravity for
Fasteners
1. For members with 2 or 3 laminations, the reference shear design value for transverse loads parallel to the wide faces of the laminations, Fvy, shall be reduced by multiplying by a factor of 0.84 or 0.95, respectively. 2. The reference shear design value for transverse loads applied parallel to the wide faces of the laminations, Fvy, shall be multiplied by 0.4 for members with 5, 7, or 9 laminations manufactured from multiple piece laminations (across width) that are not edge bonded. The reference shear design value, Fvy, shall be multiplied by 0.5 for all other members manufactured from multiple piece laminations with unbonded edge joints. This reduction shall be cumulative with the adjustment in footnote (1). 3. For members greater than 15 in. deep, the reference bending design value, Fbx, shall be reduced by multiplying by a factor of 0.88.
H17 H18 H19 H20 H21 H22 H23 H24 H25 H26 H27 H28 H29 H30 H31 H32 H33 H34 H35 H36 H37
E-Rated Hardwoods
Symbol
Grade
Stability Calculations
Deflection
For
Calculations
For
All Loading Modulus of Elasticity
Use with Table 5D Adjustment Factors
(Members stressed primarily in axial tension or compression) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.)
Reference Design Values for Structural Glued Laminated Hardwood Timber
Combination Species
Table 5D (Cont.)
DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 73
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REFERENCE DESIGN VALUES
Tables 6A and 6B Adjustment Factors Condition Treatment Factor, Cct
Reference design values are based on air dried conditioning. If kiln-drying, steam-conditioning, or boultonizing is used prior to treatment then the reference design values shall be multiplied by the condition treatment factors, Cct.
Air Dried 1.0
Condition Treatment Factor, Cct Kiln Boulton Steaming Steaming Dried Drying (Normal) (Marine) 0.90 0.95 0.80 0.74
Critical Section Factor, Ccs
Reference compression design values parallel to grain, Fc, for round timber piles and poles are based on the strength at the tip of the pile. Reference compression design values parallel to grain, Fc, in Table 6A and Table 6B shall be permitted to be multiplied by the critical section factor. The critical section factor, Ccs, shall be determined as follows:
Load Sharing Factor (Pile Group Factor), Cls
For piles, reference design values are based on single piles. If multiple piles are connected by concrete caps or equivalent force distributing elements so that the pile group deforms as a single element when subjected to the load effects imposed on the element, reference bending design values, Fb, and reference compression design values parallel to the grain, Fc, shall be permitted to be multiplied by the load sharing factors, Cls. Load Sharing Factor, Cls
Reference Design Value Fc
Fb
Ccs = 1.0 + 0.004Lc
where:
Number of Piles in Group 2 3 4 or more 2 3 4 or more
Cls 1.06 1.09 1.11 1.05 1.07 1.08
Size Factor, CF
Lc = length from tip of pile to critical section, ft
The increase for location of critical section shall not exceed 10% for any pile or pole (Ccs ≤ 1.10). The critical section factors, Ccs, are independent of tapered column provisions in NDS 3.7.2 and both shall be permitted to be used in design calculations.
For poles and piles with a diameter greater than 13.5", reference bending design values shall be multiplied by the following size factor determined on the basis of an equivalent conventionally loaded square beam of the same cross-sectional area:
CF = (12/d)1/9
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DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT
75
Table 6A
Reference Design Values for Treated Round Timber Piles Graded per ASTM D25
(Tabulated design values are for normal load duration and wet service conditions. See NDS 6.3 for a comprehensive description of design value adjustment factors.)
Species
Pacific Coast Douglas Fir1 Red Pine2 Southern Pine (Grouped)3
Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to to grain to grain grain Bending Modulus of elasticity Emin Fb Fv Fc Fc E 2,050 1,350 1,950
160 125 160
490 270 440
1,300 850 1,250
1,700,000 1,300,000 1,500,000
690,000 520,000 600,000
Specific Gravity4 G 0.50 0.42 0.55
Table 6B
Reference Design Values for Round Timber Construction Poles Graded per ASTM D3200
Design Values for Construction Graded per ASTM D3200 Table 6B Reference (Tabulated design values are for normalPoles load duration and wet service conditions. See NDS 6.3 for a comprehensive design and value adjustment factors.) (Tabulated design values are fordescription normal loadofduration wet service conditions. See NDS 6.3 for a comprehensive description of design value adjustment factors.) Design values in pounds per square inch (psi) Shear Compression Compression parallel perpendicular parallel to to grain grain Modulus of elasticity Bending to grain Emin F F F F E Species b v c c 1 2,050 160 490 1,300 1,700,000 690,000 Pacific Coast Douglas Fir Lodgepole Pine 1,275 125 265 825 1,100,000 430,000 Ponderosa Pine 1,200 175 295 775 1,000,000 400,000 2 1,350 125 270 850 1,300,000 520,000 Red Pine 1,950 160 440 1,250 1,500,000 600,000 Southern Pine (Grouped)3 Western Hemlock 1,550 165 275 1,050 1,300,000 560,000 Western Larch 1,900 170 405 1,250 1,500,000 660,000 Western Red Cedar 1,250 140 260 875 1,000,000 360,000
Specific Gravity4 G 0.50 0.42 0.43 0.42 0.55 0.47 0.49 0.34
1. Pacific Coast Douglas Fir reference design values apply to this species as defined in ASTM Standard D 1760. 2. Red Pine reference design values apply to Red Pine grown in the United States. 3. Southern Pine reference design values apply to Loblolly, Longleaf, Shortleaf, and Slash Pines. 4. Specific gravity, G, based on weight and volume when oven-dry.
Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL
REFERENCE DESIGN VALUES
1. Pacific Coast Douglas Fir reference design values apply to this species as defined in ASTM Standard D 1760. 2. Red Pine reference design values apply to Red Pine grown in the United States. 3. Southern Pine reference design values apply to Loblolly, Longleaf, Shortleaf, and Slash Pines. 4. Specific gravity, G, based on weight and volume when oven-dry.
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REFERENCE DESIGN VALUES
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To increase the use of wood by assuring the broad regulatory acceptance of wood products, developing design tools and guidelines for wood construction, and influencing the development of public policies affecting the use and manufacture of wood products.
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