By downloading this file to your computer, you are accepting and agreeing to the terms of AWC's end-user license agreement (EULA), which may be viewed here: End User License Agreement. Copyright infringement is a violation of federal law subject to criminal and civil penalties. 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 info@awc.org. 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 ii 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 info@awc.org 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 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL iv 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 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 v TABLE OF CONTENTS Chapter/Title Page 1 Sawn Lumber Grading Agencies ...............................1 2 Species Combinations .......................................................................3 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 Chapter/Title Page 3 Section Properties ............................................................................... 11 4 Reference Design Values ................................................... 31 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL vi DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 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 1 1 SAWN LUMBER GRADING AGENCIES 1.1 List of Sawn Lumber Grading Agencies 2 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 2 SAWN LUMBER GRADING AGENCIES 1.1 List of Sawn Lumber Grading Agencies Following is a list of agencies certified by the American Lumber Standard Committee Board of Review (as of 2011) for inspection and grading of untreated lumber under the rules indicated. For the most up-to-date list of certified agencies contact: American Lumber Standard Committee P.O. Box 210 Germantown, Maryland 20875-0210 www.alsc.org Rules for which grading is authorized Rules Writing Agencies Northeastern Lumber Manufacturers Association (NELMA).............. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA 272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021 Northern Softwood Lumber Bureau (NSLB).................................................................. NLGA, NSLB, WCLIB, WWPA 272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021 Redwood Inspection Service (RIS)................................................................................................... RIS, WCLIB, WWPA 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 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 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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 Alaska Cedar Alaska Hemlock Alaska Spruce Alaska Sitka Spruce Alaska White Spruce Alaska Yellow Cedar Aspen Big Tooth Aspen Quaking Aspen Baldcypress Balsam Fir Beech-Birch-Hickory American Beech Bitternut Hickory Mockernut Hickory Nutmeg Hickory Pecan Hickory Pignut Hickory Shagbark Hickory Shellbark Hickory Sweet Birch Water Hickory Yellow Birch Coast Sitka Spruce Coast Species Amabilis Fir Coast Sitka Spruce Douglas Fir Western Hemlock Western Larch Cottonwood Douglas Fir-Larch Douglas Fir Western Larch Douglas Fir-Larch (North) Douglas Fir Western Larch Douglas Fir-South Eastern Hemlock Eastern Hemlock-Balsam Fir Balsam Fir Eastern Hemlock Tamarack Eastern Hemlock-Tamarack Eastern Hemlock Tamarack Eastern Hemlock-Tamarack (North) Eastern Hemlock Tamarack Design Values Provided in Tables WCLIB WWPA WWPA 4A 4A 4A WCLIB, WWPA NELMA NSLB WWPA SPIB NELMA NSLB NELMA 4A 4A NLGA NLGA 4A, 4D, 4E 4E NSLB WCLIB WWPA NLGA 4A 4A, 4C, 4D, 4E WWPA NELMA NSLB NELMA 4A, 4C, 4D, 4E 4D NELMA NSLB NLGA 4A, 4D, 4E 4A, 4D 4D, 4E 4A, 4D 4A, 4C, 4D, 4E 4A 4D, 4E 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 5 2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination Species That May Be Included in Combination Eastern Softwoods Grading Rules Agencies NELMA NSLB 4A NELMA NSLB 4D, 4E NELMA NSLB NLGA WCLIB WWPA 4A, 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 4E 4A, 4C, 4D, 4E Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 2 SPECIES COMBINATIONS 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 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 7 2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination Species That May Be Included in Combination Western Woods Design Values Provided in Tables WCLIB WWPA 4A, 4C, 4D, 4E NELMA 4A, 4D 6 NLGA NSLB 4A 4A Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 2 SPECIES COMBINATIONS Any species in the Douglas Fir-Larch, Douglas Fir-South, Hem-Fir, and Spruce-Pine-Fir (South) species combinations, plus any or all of the following: Alpine Fir Idaho White Pine Mountain Hemlock Ponderosa Pine Sugar Pine White Oak Bur Oak Chestnut Oak Live Oak Overcup Oak Post Oak Swamp Chestnut Oak Swamp White Oak White Oak Yellow Cedar Yellow Poplar Grading Rules Agencies 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. 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 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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 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 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 11 12 SECTION PROPERTIES 3.1 Section Properties of Sawn Lumber and Structural Glued Laminated Timber 3.1.1 Standard Sizes of Sawn Lumber Details regarding the dressed sizes of various species of lumber in the grading rules of the agencies which formulate and maintain such rules. The dressed sizes in Table 1A conform to the sizes set forth in U.S. Department of Commerce Voluntary Product Standard PS 20-10 (American Softwood Lumber Standard). While these sizes are generally available on a commercial basis, it is good practice to consult the local lumber dealer to determine what sizes are on hand or can be readily secured. Dry lumber is defined as lumber which has been seasoned to a moisture content of 19% or less. Green lumber is defined as lumber having a moisture content in excess of 19%. 3.1.2 MOMENT OF INERTIA, I, of the cross section of a beam is the sum of the products of each of its elementary areas multiplied by the square of their distance from the neutral axis of the section. SECTION MODULUS, S, is the moment of inertia divided by the distance from the neutral axis to the extreme fiber of the section. CROSS SECTION is a section taken through the member perpendicular to its longitudinal axis. The following symbols and formulas apply to rectangular beam cross sections: X-X = neutral axis for edgewise bending (load applied to narrow face) Y-Y = neutral axis for flatwise bending (load applied to wide face) Properties of Standard Dressed Sizes b = breadth (thickness) of rectangular bending member, in. d = depth (width) of rectangular bending member, in. Certain mathematical expressions of the properties or elements of sections are used in design calculations for various member shapes and loading conditions. The section properties for selected standard sizes of boards, dimension lumber, and timbers are given in Table 1B. Section properties for selected standard sizes of structural glued laminated timber are given in Tables 1C and 1D. 3.1.3 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, Definitions in.4 rx = I x / A = d / 12 = radius of gyration about the NEUTRAL AXIS, in the cross section of a beam, is the line on which there is neither tension nor compression stress. 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 G = specific gravity of wood Sawn Lumber m.c. = moisture content of wood, % 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 1A Nominal and Minimum Dressed Sizes of Sawn Lumber Thickness (in.) Face Widths (in.) Dimension Lumber 2 1-1/2 1-9/16 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 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 Nominal 2 3 4 5 6 7 8 9 10 11 12 14 16 2 3 4 5 6 8 10 12 14 16 5 & 6 wide 7-15 wide ≥16 wide Minimum dressed Dry Green 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 6-1/2 6-5/8 7-1/4 7-1/2 8-1/4 8-1/2 9-1/4 9-1/2 10-1/4 10-1/2 11-1/4 11-1/2 13-1/4 13-1/2 15-1/4 15-1/2 1-1/2 1-9/16 2-1/2 2-9/16 3-1/2 3-9/16 4-1/2 4-5/8 5-1/2 5-5/8 7-1/4 7-1/2 9-1/4 9-1/2 11-1/4 11-1/2 13-1/4 13-1/2 15-1/4 15-1/2 1/2 off 3/4 off 1 off 1/2 off 1/2 off 1/2 off Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 3 SECTION PROPERTIES Minimum dressed Nominal Dry Green Boards 3/4 5/8 11/16 1 3/4 25/32 1-1/4 1 1-1/32 1-1/2 1-1/4 1-9/32 Item Timbers 13 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 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 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. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 3 SECTION PROPERTIES X-X AXIS Y-Y AXIS Standard Area Moment Moment Approximate weight in pounds per linear foot (lbs/ft) Nominal Dressed of Section of Section of of piece when density of wood equals: Size Size (S4S) Section Modulus Inertia Modulus Inertia 25 lbs/ft3 30 lbs/ft3 35 lbs/ft3 40 lbs/ft3 45 lbs/ft3 50 lbs/ft3 bxd bxd A Sxx Ixx Syy Iyy 2 3 4 3 4 in. in. in. in. in. in. x in. Beams & Stringers (see NDS 4.1.3.3 and 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 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 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 3 SECTION PROPERTIES Depth d (in.) 18 SECTION PROPERTIES Table 1C Section Properties of Western Species Structural Glued Laminated Timber (Cont.) Depth d (in.) Area A (in.2) Ix (in. ) 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 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 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 3 SECTION PROPERTIES Depth d (in.) 20 SECTION PROPERTIES Table 1C Section Properties of Western Species Structural Glued Laminated Timber (Cont.) Depth d (in.) Area A (in.2) Ix (in. ) 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60 78.75 91.88 105.0 118.1 131.3 144.4 157.5 170.6 183.8 196.9 210.0 223.1 236.3 249.4 262.5 275.6 288.8 301.9 315.0 328.1 341.3 354.4 367.5 380.6 393.8 406.9 420.0 433.1 446.3 459.4 472.5 485.6 498.8 511.9 525.0 531.6 844.1 1260 1794 2461 3276 4253 5407 6753 8306 10080 12090 14350 16880 19690 22790 26200 29940 34020 38450 43250 48440 54020 60020 66450 73310 80640 88440 96720 105500 114800 124700 135000 146000 157500 4 X-X Axis Sx (in.3) 8-3/4 in. Width 118.1 160.8 210.0 265.8 328.1 397.0 472.5 554.5 643.1 738.3 840.0 948.3 1063 1185 1313 1447 1588 1736 1890 2051 2218 2392 2573 2760 2953 3153 3360 3573 3793 4020 4253 4492 4738 4991 5250 rx (in.) 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32 Y-Y Axis Iy (in. ) Sy (in.3) (ry = 2.526 in.) 502.4 114.8 586.2 134.0 669.9 153.1 753.7 172.3 837.4 191.4 921.1 210.5 1005 229.7 1089 248.8 1172 268.0 1256 287.1 1340 306.3 1424 325.4 1507 344.5 1591 363.7 1675 382.8 1759 402.0 1842 421.1 1926 440.2 2010 459.4 2094 478.5 2177 497.7 2261 516.8 2345 535.9 2428 555.1 2512 574.2 2596 593.4 2680 612.5 2763 631.6 2847 650.8 2931 669.9 3015 689.1 3098 708.2 3182 727.3 3266 746.5 3350 765.6 4 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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 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.) 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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 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 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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 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 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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 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 31 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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. 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) Wet Service Factor, CM 2" & 3" 4" 5" 6" 8" 10" & wider When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table: Thickness (breadth) 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 Wet Service Factors, CM Fb Ft 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)(CF) ≤ 750 psi, CM = 1.0 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 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" Ft Fc Thickness (breadth) 2" & 3" 4" 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.2 1.3 1.2 1.1 1.2 1.1 1.0 1.1 1.0 0.9 1.0 0.9 1.1 1.1 1.1 1.0 1.0 1.0 Use No.3 Grade tabulated design values and size factors 1.0 1.0 1.0 1.0 0.4 1.0 — 1.0 0.4 1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.05 1.0 1.0 1.0 0.6 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4A 33 Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3 (All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade 2" & wider 2" & wider 2" - 4" wide 2" & wider 2" & wider 2" - 4" wide 2" & wider 2" & wider 2" - 4" wide 2" & wider 2" & wider 2" - 4" wide 2" & wider 2" & wider 2" - 4" wide 2" & wider 2" & wider 2" - 4" wide Grading Rules Agency Bending Shear parallel to grain Compression perpendicular to grain Compression parallel to grain Fb Ft Fv Fc Fc E Emin G 1,150 975 800 450 625 900 500 250 625 525 425 250 350 500 275 125 165 165 165 165 165 165 165 165 525 525 525 525 525 525 525 525 1,000 900 750 425 475 950 775 500 1,400,000 1,300,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000 510,000 470,000 440,000 400,000 400,000 440,000 400,000 370,000 0.47 WCLIB 1,300 900 825 475 650 950 525 250 825 550 475 275 375 550 300 150 185 185 185 185 185 185 185 185 440 440 440 440 440 440 440 440 1,200 1,100 1,050 600 650 1,250 1,050 700 1,700,000 1,600,000 1,500,000 1,400,000 1,400,000 1,400,000 1,300,000 1,200,000 620,000 580,000 550,000 510,000 510,000 510,000 470,000 440,000 0.46 WWPA 1,400 950 875 500 675 1,000 550 275 900 600 500 300 400 575 325 150 160 160 160 160 160 160 160 160 330 330 330 330 330 330 330 330 1,200 1,100 1,050 600 675 1,250 1,050 700 1,600,000 1,500,000 1,400,000 1,300,000 1,300,000 1,300,000 1,200,000 1,100,000 580,000 550,000 510,000 470,000 470,000 470,000 440,000 400,000 0.41 WWPA 1,350 900 800 475 625 925 500 250 800 525 450 250 350 500 275 125 225 225 225 225 225 225 225 225 510 510 510 510 510 510 510 510 1,200 1,050 1,000 575 625 1,250 1,050 675 1,500,000 1,400,000 1,300,000 1,200,000 1,200,000 1,300,000 1,100,000 1,100,000 550,000 510,000 470,000 440,000 440,000 470,000 400,000 400,000 0.46 WCLIB WWPA 875 625 600 350 475 700 375 175 500 375 350 200 275 400 225 100 120 120 120 120 120 120 120 120 265 265 265 265 265 265 265 265 725 600 450 275 300 625 475 300 1,100,000 1,100,000 1,000,000 900,000 900,000 900,000 900,000 800,000 400,000 400,000 370,000 330,000 330,000 330,000 330,000 290,000 0.39 NELMA NSLB WWPA 1,200 1,000 825 475 650 925 525 250 650 550 450 250 350 500 275 125 160 160 160 160 160 160 160 160 615 615 615 615 615 615 615 615 1,200 1,050 900 525 575 1,100 925 600 1,400,000 1,400,000 1,300,000 1,200,000 1,200,000 1,200,000 1,100,000 1,000,000 510,000 510,000 470,000 440,000 440,000 440,000 400,000 370,000 0.47 SPIB Specific Modulus of Elasticity Gravity4 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 4 REFERENCE DESIGN VALUES ALASKA CEDAR Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility ALASKA HEMLOCK Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility ALASKA SPRUCE Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility ALASKA YELLOW CEDAR Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility ASPEN Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility BALDCYPRESS Select Structural No. 1 No. 2 No. 3 Stud Construction Standard Utility Size classification Tension parallel to grain 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 Table 4A (Cont.) 35 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 4 REFERENCE DESIGN VALUES EASTERN HEMLOCK-BALSAM FIR Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility EASTERN HEMLOCK-TAMARACK Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility EASTERN SOFTWOODS Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility EASTERN WHITE PINE Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility HEM-FIR Select Structural No. 1 & Btr No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility HEM-FIR (NORTH) Select Structural No. 1 & Btr 2" & wider No. 1/ No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility Grading Rules Agency Tension parallel to grain 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 Table 4A (Cont.) 37 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" 4" 2" & 3" 4" 5" 6" 8" 10" & wider 1.0 1.1 1.1 1.15 1.15 1.2 — 1.0 1.05 1.05 1.05 1.1 Wet Service 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 0.85* Ft 1.0 Fv 0.97 Fc⊥ 0.67 Fc E and Emin 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 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 Table 4B (Cont.) 41 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) Thickness (breadth) 2" & 3" 4" 5" 6" 8" 10" & wider 1.0 1.1 1.1 1.15 1.15 1.2 2" Repetitive Member Factor, Cr Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number and are joined by floor, roof, or other load distributing elements adequate to support the design load. Wet Service Factor, CM When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM Fb 0.85 * Ft Fv Fc⊥ Fc 1.0 0.97 0.67 0.8 E and Emin ** * 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 43 Reference Design Values for Mechanically Graded Dimension Lumber1,2,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4C ADJUSTMENT FACTORS Commercial grade Size classification MACHINE STRESS RATED (MSR) LUMBER 2" and less in thickness 2" and wider Fb Ft Fc E Emin 750 850 900 975 1,050 1,050 1,200 1,200 1,200 1,250 1,250 1,350 1,350 1,400 1,450 1,450 1,450 1,500 1,500 1,500 1,500 1,600 1,650 1,650 1,650 1,650 1700 1,800 1,800 1,800 1,800 1,850 1,950 1,950 2,000 2,100 2,250 2,250 2,250 2,400 2,400 2,500 2,550 2,550 2,700 2,700 2,850 2,850 3,000 425 475 350 550 450 575 600 600 650 800 725 750 750 800 800 825 875 900 900 900 900 950 1,020 1,020 1,175 1,020 1,175 1,300 1,175 1,200 1,175 1,175 1,375 1,375 1,300 1,575 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 d > 12" d ≤ 12" Fb (12/d)1/9 1.0 Ft 1.0 1.0 Fc 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 Ft Fv Fc⊥ Fc 1.00 1.00 1.00 0.67 0.91 E and Emin 1.00 Flat Use Factor, Cfu Grade Select Structural No.1 No.2 Fb E and Emin Other Properties 0.86 1.00 1.00 0.74 0.90 1.00 1.00 1.00 1.00 *"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 Table 4D 47 Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) 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 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.) 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 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 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 Conversion Factor Bending Fb Tension parallel to grain Ft Shear parallel to grain Fv Compression perpendicular to grain Fc⊥ Compression parallel to grain Fc Modulus of Elasticity E and Emin 0.78 0.78 0.98 0.73 0.78 0.82 3. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. 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 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 Fc⊥ E and Emin 0.85* 0.67 0.9 * when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 Flat Use Factor, Cfu Bending design values for all species of decking except Redwood are based on 4" thick decking. When 2" thick or 3" thick decking is used, the bending design values, Fb, for all species except Redwood shall be multiplied by the following size factors: Size Factors, CF Repetitive Member Factor, Cr Tabulated bending design values, Fb, for decking have already been adjusted for flatwise usage (load applied to wide face). 4 Thickness CF 2" 1.10 3" 1.04 Tabulated bending design values for repetitive member uses, (Fb)(Cr), for decking have already been multiplied by the repetitive member factor, Cr. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL REFERENCE DESIGN VALUES Fb 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) Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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. 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 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. 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) 2" & 3" 4" 5" 6" 8" 10" & wider 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: 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 Wet Service Factors, CM Fb Ft 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)(CF) ≤ 750 psi, CM = 1.0 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 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" Ft Fc Thickness (breadth) 2" & 3" 4" 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.2 1.3 1.2 1.1 1.2 1.1 1.0 1.1 1.0 0.9 1.0 0.9 1.1 1.1 1.1 1.0 1.0 1.0 Use No.3 Grade tabulated design values and size factors 1.0 1.0 1.0 1.0 0.4 1.0 — 1.0 0.4 1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.05 1.0 1.0 1.0 0.6 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 4 REFERENCE DESIGN VALUES Wet Service Factor, CM Thickness (breadth) 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 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 4F (Cont.) 59 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL REFERENCE DESIGN VALUES NORWAY SPRUCE - Germany, NE France, & Switzerland Select Structural No. 1 2" & wider No. 2 No. 3 Stud 2" & wider Construction Standard 2" - 4" wide Utility NORWAY SPRUCE - Romania & 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. 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 61 4 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL REFERENCE DESIGN VALUES This page left blank intentionally. 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 Ft 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 Cfu 10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2" 1.01 1.04 1.07 1.10 1.16 1.19 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL (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 Fasteners 925 1000 1600 1600 1750 1750 725 775 1100 1150 1250 1250 Fc (psi) 925 Ft (10) (10) 0.55 0.55 0.50 0.50 0.42 0.41 0.41 G Compression Specific Gravity Parallel to for Grain Fastener Design (psi) 675 Tension Parallel to Grain Axially Loaded 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 (7) 2000 2400 (psi) 1600 Fbx+ 20F-1.5E 26F-1.9E Top of Beam Stressed in Tension (Positive Bending) (Negative Bending) Bottom of Beam Stressed in Tension Bending Loaded Perpendicular to Wide Faces of Laminations Bending About X-X Axis Use with Table 5A Adjustment Factors (Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Softwood Timber 24F-1.7E 16F-1.3E Stress Class 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. 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 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) Use with Table 5A Adjustment Factors 975 1150 1100 775 1100 1150 1150 975 1000 1000 1050 1050 1150 725 1000 1050 925 950 900 900 925 1050 1150 1050 825 1150 900 1000 975 1000 1050 1100 675 975 1000 825 975 1000 875 (psi) Ft 1350 1600 1500 1000 1450 1550 1550 1500 1400 1400 1500 1550 1600 925 1550 1600 1500 1550 1600 1600 1350 1600 1650 1450 1100 2000 1750 1300 1400 1550 1550 1550 925 1500 1600 1150 1600 1600 1250 (psi) Fc Tension Compression Parallel to Parallel to Grain Grain Axially Loaded 0.55 0.55 0.55 0.50 0.50 0.43 0.43 0.55 0.55 0.55 0.55 0.55 0.50 0.50 0.46 0.46 0.46 0.46 0.43 0.50 0.50 0.43 0.41 0.42 0.42 0.55 0.55 0.55 0.55 0.55 0.50 0.50 0.43 0.50 0.50 0.43 G 0.42 0.41 0.43 0.55 0.55 0.43 0.43 0.43 0.43 0.55 0.55 0.55 0.55 0.55 0.50 0.50 0.46 0.46 0.46 0.46 0.43 0.50 0.50 0.43 0.41 0.42 0.42 0.55 0.55 0.55 0.55 0.55 0.50 0.50 0.43 0.50 0.50 0.43 Side Face 0.41 Top or Bottom Face Specific Gravity for Fastener Design Fasteners (Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber Combinations1 Combination 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. 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 4 66 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: Flat Use Factor, Cfu Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12": Flat Use Factors, Cfu CV = (21/L)1/x (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 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 multiple piece width layups, b = width of widest piece in the layup. Thus b ≤ 10.75". x = 20 for Southern Pine x = 10 for all other species The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply. Wet Service Factor, CM When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM Fb Ft Fv Fc⊥ Fc E and Emin 0.8 0.8 0.875 0.53 0.73 0.833 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 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) Bending About X-X Axis 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. 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 Grade All Loading Modulus of Elasticity Use with Table 5B Adjustment Factors NDS 5.3 for a comprehensive description of design value adjustment factors.) (Members stressed primarily in axial tension or compression) (Tabulated design values are for normal load duration and dry service conditions. See Reference Design Values for Structural Glued Laminated Softwood Timber Combination Species Symbol Table 5B DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 67 4 68 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: Flat Use Factor, Cfu Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12": Flat Use Factors, Cfu CV = (21/L)1/10 (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 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 multiple piece width layups, b = width of widest 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 Fb Ft Fv Fc⊥ Fc E and Emin 0.8 0.8 0.875 0.53 0.73 0.833 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL E-Rated Hardwoods 800 1600 1000 2000 1200 2400 1200 1200 1200 600 1200 700 700 1400 1400 800 800 1600 1600 1000 2000 440 440 590 590 770 770 590 895 1075 285 285 405 590 405 590 590 835 590 835 835 835 (psi) (psi) 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 Axially Loaded 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. 1600 1600 2000 2000 2400 2400 2400 2400 2400 1200 1200 1400 1400 1400 1400 1600 1600 1600 1600 2000 2000 Fcx Fbx- Shear Parallel to Grain (Horizontal) Loaded Parallel to Wide Faces of Laminations Bending About Y-Y Axis REFERENCE DESIGN VALUES Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 16F-E1 16F-E2 20F-E1 20F-E2 24F-E1 24F-E2 24F-E3 YP 24F-E4 RM 24F-E5 RO 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 Use with Table 5C Adjustment Factors (Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Hardwood Timber(1) 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 Table 5C DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 69 4 70 REFERENCE DESIGN VALUES This page left blank intentionally. 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 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: Flat Use Factor, Cfu Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12": Flat Use Factors, Cfu CV = (21/L)1/10 (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 Cfu 1.01 1.04 1.07 1.10 1.16 1.19 multiple piece width layups, b = width of widest 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 Fb Ft Fv Fc⊥ Fc E and Emin 0.8 0.8 0.875 0.53 0.73 0.833 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 4 REFERENCE DESIGN VALUES zero moment, ft 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" Group N3 N2 N1 SS N3 N2 N1 SS N3 N2 N1 SS N3 N2 N1 SS 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 Grade 0.67 0.78 0.88 0.88 0.62 0.67 0.78 0.78 0.52 0.62 0.67 0.67 0.47 0.57 0.62 0.62 Emin (106 psi) Stability Calculations Deflection For Calculations For Tension Parallel to Grain 835 835 835 835 590 590 590 590 405 405 405 405 285 285 285 285 to Grain Fc (psi) 425 875 1000 1150 350 750 850 950 300 625 725 825 250 550 625 700 nations Ft (psi) 900 1300 1450 1600 800 1150 1300 1450 625 900 1000 1100 575 825 925 1050 nations Fc (psi) 900 1300 1450 1600 800 1150 1300 1450 625 900 1000 1100 575 825 925 1050 nations Fc (psi) 2 or 3 Lami- Compression Parallel to Grain Axially Loaded Compression 2 or More 4 or More Perpendicular LamiLami- All Loading Modulus of Elasticity 1250 1700 2000 2000 1050 1450 1650 1700 900 1200 1400 1450 775 1050 1200 1250 nations Fby (psi) 4 or More Lami- 1100 1550 1800 1850 900 1300 1500 1550 800 1100 1300 1350 675 950 1100 1150 nations Fby (psi) 3 Lami- Bending 875 1300 1550 1600 750 1050 1300 1350 625 925 1100 1150 550 800 950 1000 nations Fby (psi) 2 Lami- 175 175 175 175 160 160 160 160 135 135 135 135 110 110 110 110 nations Fvy (psi) 4 or More Lami- Shear Parallel (1)(2) to Grain Loaded Parallel to Wide Faces of Laminations Bending about Y-Y Axis Use with Table 5D Adjustment Factors 925 1200 1600 1700 750 1000 1350 1400 675 875 1150 1200 575 750 1000 1050 15 in. Deep Fbx (psi) 2 Laminations to Bending (3) 200 200 200 200 180 180 180 180 155 155 155 155 125 125 125 125 Fvx (psi) Shear Parallel to Grain Bending About X-X Axis Loaded Perpendicular to Wide Faces of Laminations 0.63 0.63 0.63 0.63 0.53 0.53 0.53 0.53 0.45 0.45 0.45 0.45 0.39 0.39 0.39 0.39 Fastener Design G Specific Gravity for Fasteners (Members stressed primarily in axial tension or compression) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Hardwood Timber Combination Species Table 5D 72 REFERENCE DESIGN VALUES Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. 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 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. 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 4 74 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 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 6A 75 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 Table 6B Reference Design Values for Construction Graded per ASTM D3200 (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 Specific parallel perpendicular parallel to 4 to grain grain Modulus of elasticity Gravity Bending to grain Emin Fb Fv Fc Fc E G Species Pacific Coast Douglas Fir1 Lodgepole Pine Ponderosa Pine Red Pine2 Southern Pine (Grouped)3 Western Hemlock Western Larch Western Red Cedar 2,050 1,275 1,200 1,350 1,950 1,550 1,900 1,250 160 125 175 125 160 165 170 140 490 265 295 270 440 275 405 260 1,300 825 775 850 1,250 1,050 1,250 875 1,700,000 1,100,000 1,000,000 1,300,000 1,500,000 1,300,000 1,500,000 1,000,000 690,000 430,000 400,000 520,000 600,000 560,000 660,000 360,000 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. 4 76 REFERENCE DESIGN VALUES Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL American Wood Council AWC Mission Statement To increase the use of wood by assuring the broad regulatory acceptance of wood products, developing design tools and guidelines for wood construction, and influencing the development of public policies affecting the use and manufacture of wood products. Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. ISBN 978-1-940383-06-4 American Wood Council 222 Catoctin Circle, SE, Suite 201 Leesburg, VA 20175 www.awc.org info@awc.org 9 781940 383064 11-14