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2005 EDITION S U PPLE M ENT NDS ® national design specification ® DESIGN VALUES FOR WOOD CONSTRUCTION American Forest & Paper Association American Wood Council Updates and Errata While every precaution has been taken to ensure the accuracy of this document, errors may have occurred during development. Updates or Errata are posted to the American Wood Councilwebsite at www.awc.org. Technical inquiries may be addressed to awcinfo@afandpa.org. American Wood Council Engineered and Traditional Wood Products AWC Mission Statement To increase the use of wood by assuring the broad regulatory acceptance of wood products, developing design tools and guidelines for wood construction, and influencing the development of public policies affecting the use of wood products. The American Wood Council (AWC) is the wood products division of the American Forest & Paper Association (AF&PA). AF&PA is the national trade association of the forest, paper, and wood products industry, representing member companies engaged in growing, harvesting, and processing wood and wood fiber, manufacturing pulp, paper, and paperboard products from both virgin and recycled fiber, and producing engineered and traditional wood products. For more information see www.afandpa.org. NDS 2005 Supplement Cover revised June 2007.pmd 2 6/21/2007, 2:57 PM 2005 Edition S U P P L E M E N T ® NDS N AT I O N A L DESIGN S P E C I F I C AT I O N DESIGN VALUES FOR WOOD CONSTRUCTION Copyright © 2005, 2006 American Forest & Paper Association, Inc. ® DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Introduction This Supplement is an integral part of the National Design Specification® (NDS®) for Wood Construction, 2005 Edition. It provides reference design values for structural sawn lumber and structural glued laminated timber. For additional information on development and applicability of lumber reference design values, the grading rules published by the individual agencies and the referenced ASTM Standards should be consulted. Lumber Structural Glued Laminated Timber The reference design values for lumber in this Supplement are obtained from grading rules published by seven agencies: National Lumber Grades Authority (a Canadian agency), Northeastern Lumber Manufacturers Association, Northern Softwood Lumber Bureau, Redwood Inspection Service, Southern Pine Inspection Bureau, West Coast Lumber Inspection Bureau, and Western Wood Products Association. The grading rules promulgated by these agencies, including the reference design values therein, have been approved by the Board of Review of the American Lumber Standards Committee and certified for conformance with U.S. Department of Commerce Voluntary Product Standard PS 20-99 (American Softwood Lumber Standard). Reference design values for most species and grades of visually graded dimension lumber are based on the provisions of ASTM Standard D 1990-00ε1 (Establishing Allowable Properties for Visually Graded Dimension Lumber from In-Grade Tests of Full-Size Specimens). Reference design values for visually graded timbers, decking, and some species and grades of dimension lumber are based on the provisions of ASTM Standard D 245-00ε1 (Establishing Structural Grades and Related Allowable Properties for Visually Graded Lumber). The methods in ASTM Standard D 245-00ε1 involve adjusting the strength properties of small clear specimens of wood, as given in ASTM Standard D 2555-98 (Establishing Clear Wood Strength Values), for the effects of knots, slope of grain, splits, checks, size, duration of load, moisture content, and other influencing factors, to obtain reference design values applicable to normal conditions of service. Lumber structures designed on the basis of working stresses derived from ASTM Standard D 245 procedures and standard design criteria have a long history of satisfactory performance. Reference design values for machine stress rated (MSR) lumber and machine evaluated lumber (MEL) are based on nondestructive testing of individual pieces. Certain visual grade requirements also apply to such lumber. The stress rating system used for MSR and MEL lumber is regularly checked by the responsible grading agency for conformance to established certification and quality control procedures. Reference design values in this Supplement for structural glued laminated timber are developed and published by the American Institute of Timber Construction (AITC) and APA–The Engineered Wood Association (APA) in accordance with principles originally established by the U.S. Forest Products Laboratory in the early 1950s. These principles involve adjusting strength properties of clear straight grained lumber to account for knots, slope of grain, density, size of member, number of laminations, and other factors unique to laminated timber. Specific methods used to establish reference design values have been periodically revised and improved to reflect the results of tests of large structural glued laminated timber members conducted by the U.S. Forest Products Laboratory and other accredited testing agencies. The performance history of structures made with structural glued laminated timber conforming to AITC specifications and manufactured in accordance with American National Standard ANSI/AITC A190.1-2002 (Structural Glued Laminated Timber) has demonstrated the validity of the methods used to establish structural glued laminated timber reference design values. Conditions of Use Reference design values presented in this Supplement are for normal load duration under dry conditions of service. Because the strength of wood varies with conditions under which it is used, these reference design values should only be applied in conjunction with appropriate design and service recommendations from the NDS. Additionally, the reference design values in this Supplement apply only to material identified by the grade mark of, or certificate of inspection issued by, a grading or inspection bureau or agency recognized as being competent. AMERICAN FOREST & PAPER ASSOCIATION DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT TABLE OF CONTENTS Chapter/Title 1 Page Sawn Lumber Grading Agencies .................................................................................................... s1 Chapter/Title 3 Species Combinations ..................................... s3 Section Properties ................................................ s11 3.1 Section Properties of Sawn Lumber and Structural Glued Laminated Timber 1.1 List of Sawn Lumber Grading Agencies 2 Page 4 Reference Design Values ................... s29 2.1 List of Sawn Lumber Species Combinations 2.2 List of Non-North American Sawn Lumber Species Combinations 2.3 List of Structural Glued Laminated Timber Species Combinations LIST OF TABLES 1A Nominal and Minimum Dressed Sizes of Sawn Lumber ...................................................... s13 4E Reference Design Values for Visually Graded Decking ............................................................... s51 1B Section Properties of Standard Dressed (S4S) Sawn Lumber ............................................ s14 4F Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick) ......................................... s55 1C Section Properties of Western Species Structural Glued Laminated Timber ..................................... s16 1D Section Properties of Southern Pine Structural Glued Laminated Timber ..................................... s22 4A Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick) (All species except Southern Pine) .......................................... s30 4B Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick) ....................................................... s37 4C Reference Design Values for Mechanically Graded Dimension Lumber ................................. s40 5A Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in bending) ............ s59 5B Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in axial tension or compression) .......... s64 5C Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in bending) ........................................... s67 5D Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in axial tension or compression) .......... s69 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger) ................................ s44 AMERICAN FOREST & PAPER ASSOCIATION DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT AMERICAN WOOD COUNCIL DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 1 1 SAWN LUMBER GRADING AGENCIES 1.1 List of Sawn Lumber Grading Agencies s2 AMERICAN FOREST & PAPER ASSOCIATION 2 SAWN LUMBER GRADING AGENCIES 1.1 List of Sawn Lumber Grading Agencies Following is a list of agencies certified by the American Lumber Standard Committee Board of Review (as of 2004) for inspection and grading of untreated lumber under the rules indicated. For the most up-to-date list of certified agencies contact: American Lumber Standard Committee P.O. Box 210 Germantown, Maryland 20875-0210 www.alsc.org Rules for which grading is authorized Rules Writing Agencies Northeastern Lumber Manufacturers Association (NELMA) ............. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA 272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021 Northern Softwood Lumber Bureau (NSLB) ................................................................. NLGA, NSLB, WCLIB, WWPA 272 Tuttle Road, P.O. Box 87A, Cumberland Center, Maine 04021 Redwood Inspection Service (RIS) ................................................................................................. RIS, WCLIB, WWPA 405 Enfrente Drive, Suite 200, Novato, California 94949 Southern Pine Inspection Bureau (SPIB) ............................................ NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA 4709 Scenic Highway, Pensacola, Florida 32504 West Coast Lumber Inspection Bureau (WCLIB) ................................................... NLGA, RIS, SPIB, WCLIB, WWPA 6980 SW Varnes Road, P.O. Box 23145, Tigard, Oregon 97223 Western Wood Products Association (WWPA) ....................................................... NLGA, RIS, SPIB, WCLIB, WWPA 522 SW Fifth Avenue, Suite 500, Portland, Oregon 97204 National Lumber Grades Authority (NLGA) 960 Quayside Dr., New Westminster, BC, Canada V3M 6G2 Non-Rules Writing Agencies Pacific Lumber Inspection Bureau, Inc. ............................................................................. RIS, WCLIB, WWPA, NLGA Renewable Resource Associates, Inc. .................................................. NELMA, NLGA, NSLB, SPIB, WCLIB, WWPA Stafford Inspection and Consulting, LLC ...................................................................................................................SPIB Timber Products Inspection ......................................................... NELMA, NLGA, NSLB, RIS, SPIB, WCLIB, WWPA Alberta Forest Products Association ........................................................................................................................ NLGA Canadian Lumbermen’s Association ....................................................................................................... NELMA, NLGA Canadian Mill Services Association .......................................................................................................... NLGA, WWPA Canadian Softwood Inspection Agency, Inc. .............................................................................. NLGA, WCLIB, WWPA Central Forest Products Association ........................................................................................................ NELMA, NLGA Council of Forest Industries ...................................................................................................................... NLGA, WWPA Macdonald Inspection ................................................................................................................. NLGA, WCLIB, WWPA Maritime Lumber Bureau ........................................................................................................................ NELMA, NLGA Newfoundland and Labrador Lumber Producers Association ................................................................................. NLGA Ontario Lumber Manufacturers Association ........................................................................................... NELMA, NLGA Pacific Lumber Inspection Bureau ..................................................................................... NLGA, RIS, WCLIB, WWPA Quebec Forest Industry Council .............................................................................................................. NELMA, NLGA AMERICAN WOOD COUNCIL DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 2 SPECIES COMBINATIONS 2.1 2.2 2.3 List of Sawn Lumber Species Combinations s4 List of Non-North American Sawn Lumber Species Combinations s8 List of Structural Glued Laminated Timber Species Combinations s9 AMERICAN FOREST & PAPER ASSOCIATION 3 4 SPECIES COMBINATIONS 2.1 List of Sawn Lumber Species Combinations Species or Species Combination Alaska Cedar Alaska Hemlock Alaska Spruce Alaska Yellow Cedar Aspen Species That May Be Included in Combination Alaska Sitka Spruce Alaska White Spruce Big Tooth Aspen Quaking Aspen Baldcypress Balsam Fir Beech-Birch-Hickory Coast Sitka Spruce Coast Species Cottonwood Douglas Fir-Larch Douglas Fir-Larch (North) American Beech Bitternut Hickory Mockernut Hickory Nutmeg Hickory Pecan Hickory Pignut Hickory Shagbark Hickory Shellbark Hickory Sweet Birch Water Hickory Yellow Birch Amabilis Fir Coast Sitka Spruce Douglas Fir Western Hemlock Western Larch Douglas Western Douglas Western Fir Larch Fir Larch Douglas Fir-South Eastern Hemlock Eastern Hemlock-Balsam Fir Eastern Hemlock-Tamarack Eastern Hemlock-Tamarack (North) Balsam Fir Eastern Hemlock Tamarack Eastern Hemlock Tamarack Eastern Hemlock Tamarack AMERICAN WOOD COUNCIL Grading Rules Agencies Design Values Provided in Tables WCLIB WWPA WWPA 4A 4A 4A WCLIB, WWPA NELMA NSLB WWPA SPIB NELMA NSLB NELMA 4A 4A 4A, 4D NLGA NLGA 4D, 4E 4E NSLB WCLIB WWPA NLGA 4A 4A, 4C, 4D, 4E WWPA NELMA NSLB NELMA 4A, 4C, 4D, 4E 4D NELMA NSLB NLGA 4A, 4D, 4E 4A, 4D 4D, 4E 4A, 4C, 4D, 4E 4A 4D, 4E DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 5 2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination Eastern Softwoods Grading Rules Agencies Balsam Fir Black Spruce Eastern Hemlock Eastern White Pine Jack Pine Norway (Red) Pine Pitch Pine Red Spruce Tamarack White Spruce Black Spruce Red Spruce White Spruce Eastern White Pine Eastern White Pine (North) Hem-Fir Hem-Fir (North) Mixed Maple Mixed Oak Mixed Southern Pine Mountain Hemlock Northern Pine Northern Red Oak Northern Species California Red Fir Grand Fir Noble Fir Pacific Silver Fir Western Hemlock White Fir Amabilis Fir Western Hemlock Black Maple Red Maple Silver Maple Sugar Maple All Oak Species graded under NELMA rules Any species in the Southern Pine species combination, plus either or both of the following: Pond Pine Virginia Pine Jack Pine Norway (Red) Pine Pitch Pine Black Oak Northern Red Oak Pin Oak Scarlet Oak Any species graded under NLGA rules except Red Alder, White Birch, and Norway Spruce Northern White Cedar Ponderosa Pine AMERICAN FOREST & PAPER ASSOCIATION Design Values Provided in Tables NELMA NSLB 4A NELMA NSLB 4D, 4E NELMA NSLB NLGA WCLIB WWPA 4A, 4D, 4E 4E 4A, 4C, 4D, 4E NLGA 4A, 4C, 4D, 4E NELMA 4A, 4D NELMA 4A, 4D SPIB 4B, 4C, 4D WWPA, WCLIB NELMA NSLB 4D 4D, 4E NELMA 4A, 4D NLGA 4A, 4C, 4E NELMA NLGA 4A, 4D, 4E 4D, 4E 2 SPECIES COMBINATIONS Eastern Spruce Species That May Be Included in Combination 6 6 SPECIES COMBINATIONS 2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination Red Maple Red Oak Red Pine Redwood Sitka Spruce Southern Pine Spruce-Pine-Fir Spruce-Pine-Fir (South) Western Cedars Western Cedars (North) Species That May Be Included in Combination Black Oak Cherrybark Oak Laurel Oak Northern Red Oak Pin Oak Scarlet Oak Southern Red Oak Water Oak Willow Oak Loblolly Pine Longleaf Pine Shortleaf Pine Slash Pine Alpine Fir Balsam Fir Black Spruce Engelmann Spruce Jack Pine Lodgepole Pine Red Spruce White Spruce Balsam Fir Black Spruce Engelmann Spruce Jack Pine Lodgepole Pine Norway (Red) Pine Red Spruce Sitka Spruce White Spruce Alaska Cedar Incense Cedar Port Orford Cedar Western Red Cedar Pacific Coast Yellow Cedar Western Red Cedar Western Hemlock Western Hemlock (North) Western White Pine AMERICAN WOOD COUNCIL Grading Rules Agencies Design Values Provided in Tables NELMA NELMA 4A, 4D 4A, 4D NLGA RIS WWPA, WCLIB SPIB 4D, 4E 4A, 4D, 4E 4D, 4E 4B, 4C, 4D, 4E NLGA 4A, 4C, 4D, 4E NELMA NSLB WCLIB WWPA 4A, 4C, 4D, 4E WCLIB WWPA 4A, 4C, 4D, 4E NLGA 4D, 4E WWPA, WCLIB NLGA NLGA 4D, 4E 4D, 4E 4D, 4E DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 7 2.1 List of Sawn Lumber Species Combinations (Cont.) Species or Species Combination Western Woods Grading Rules Agencies Any species in the Douglas Fir-Larch, Douglas Fir-South, Hem-Fir, and Spruce-Pine-Fir (South) species combinations, plus any or all of the following: Alpine Fir Idaho White Pine Mountain Hemlock Ponderosa Pine Sugar Pine Bur Oak Chestnut Oak Live Oak Overcup Oak Post Oak Swamp Chestnut Oak Swamp White Oak White Oak Yellow Poplar WCLIB WWPA 4A, 4C, 4D, 4E NELMA 4A, 4D 2 6 NSLB AMERICAN FOREST & PAPER ASSOCIATION Design Values Provided in Tables SPECIES COMBINATIONS White Oak Species That May Be Included in Combination 4A 8 SPECIES COMBINATIONS 2.2 List of Non-North American Sawn Lumber Species Combinations Species or Species Combination Species That May Be Included in Combination Austrian Spruce - Austria & The Czech Republic Douglas Fir/European Larch - Austria, The Douglas Fir Czech Republic, & Bavaria European Larch Montane Pine - South Africa Norway Spruce - Estonia & Lithuania Norway Spruce - Finland Norway Spruce - Germany, NE France, & Switzerland Norway Spruce - Romania & the Ukraine Norway Spruce - Sweden Scots Pine - Austria, The Czech Republic, Romania, & the Ukraine Scots Pine - Estonia & Lithuania Scots Pine - Finland Scots Pine - Germany* Scots Pine - Sweden Silver Fir (Abies alba) - Germany, NE France, & Switzerland Southern Pine - Misiones Argentina Southern Pine - Misiones Argentina, Free of Heart Center and Medium Grade Density * Does not include states of Baden-Wurttemburg and Saarland. AMERICAN WOOD COUNCIL Grading Rules Agency WCLIB WCLIB DesignValues Provided in Tables 4F 4F WCLIB WCLIB WCLIB WCLIB 4F 4F 4F 4F WCLIB WCLIB WCLIB 4F 4F 4F WCLIB WCLIB WCLIB WCLIB WCLIB 4F 4F 4F 4F 4F SPIB SPIB 4F 4F DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 9 2.3 List of Structural Glued Laminated Timber Species Combinations Symbol Species That May Be Included in Group Design Values Provided in Tables Alaska Cedar Douglas Fir-Larch Hem-Fir AC DF HF 5A, 5B 5A, 5B 5A, 5B Softwood Species SW Alaska Cedar Douglas Fir, Western Larch California Red Fir Grand Fir Noble Fir Pacific Silver Fir Western Hemlock White Fir Alpine Fir Balsam Fir Black Spruce Douglas Fir Douglas Fir South Engelmann Spruce Idaho White Pine Jack Pine Lodgepole Pine Mountain Hemlock Ponderosa Pine Red Spruce Sugar Pine Western Larch Western Red Cedar White Spruce Loblolly Pine Longleaf Pine Shortleaf Pine Slash Pine Southern Pine SP AMERICAN FOREST & PAPER ASSOCIATION 5A, 5B 2 SPECIES COMBINATIONS Species or Species Group 6 5A, 5B 10 SPECIES COMBINATIONS 2.3 List of Structural Glued Laminated Timber Species Combinations (Cont.) Species or Species Group Symbol Group A Hardwoods A Group B Hardwoods B Group C Hardwoods C Group D Hardwoods D Species That May Be Included in Group Ash, White Beech, American Birch, Sweet Birch, Yellow Hickory, Bitternut Hickory, Mockernut Hickory, Nutmeg Hickory, Pecan Hickory, Pignut Hickory, Shagbark Hickory, Shellbark Hickory, Water Oak, Northern Red Oak, White Elm, Rock Maple, Black Maple, Red Mixed Oak: Black Bur Cherrybark Chestnut Laurel Live Northern Red Overcup Pin Post Scarlet Southern Red Swamp Chestnut Swamp White Water White Sweetgum Ash, Black Elm, American Tupulo, Water Yellow Poplar Aspen, Bigtooth Aspen, Quaking Cottonwood, Eastern Mixed Maple: Black Red Silver Sugar AMERICAN WOOD COUNCIL Design Values Provided in Tables 5C, 5D 5C, 5D 5C, 5D 5C, 5D DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT SECTION PROPERTIES 3.1 Section Properties of Sawn Lumber and Structural Glued Laminated Timber 3 s12 Table 1A Nominal and Minimum Dressed Sizes of Sawn Lumber .................................................................. s13 Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber ....................................................... s14 Table 1C Section Properties of Western Species Structural Glued Laminated Timber ................. s16 Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber ................. s22 AMERICAN FOREST & PAPER ASSOCIATION 11 12 SECTION PROPERTIES 3.1 Section Properties of Sawn Lumber and Structural Glued Laminated Timber 3.1.1 Standard Sizes of Sawn Lumber Details regarding the dressed sizes of various species of lumber in the grading rules of the agencies which formulate and maintain such rules. The dressed sizes in Table 1A conform to the sizes set forth in U.S. Department of Commerce Voluntary Product Standard PS 20-99 (American Softwood Lumber Standard). While these sizes are generally available on a commercial basis, it is good practice to consult the local lumber dealer to determine what sizes are on hand or can be readily secured. Dry lumber is defined as lumber which has been seasoned to a moisture content of 19% or less. Green lumber is defined as lumber having a moisture content in excess of 19%. MOMENT OF INERTIA, I, of the cross section of a beam is the sum of the products of each of its elementary areas multiplied by the square of their distance from the neutral axis of the section. SECTION MODULUS, S, is the moment of inertia divided by the distance from the neutral axis to the extreme fiber of the section. CROSS SECTION is a section taken through the member perpendicular to its longitudinal axis. The following symbols and formulas apply to rectangular beam cross sections: X-X = neutral axis for edgewise bending (load applied to narrow face) Y-Y = neutral axis for flatwise bending (load applied to wide face) b = breadth of rectangular bending member, in. 3.1.2 Properties of Standard Dressed Sizes d = depth of rectangular bending member, in. A = bd = area of cross section, in.2 Certain mathematical expressions of the properties or elements of sections are used in design calculations for various member shapes and loading conditions. The section properties for selected standard sizes of boards, dimension lumber, and timbers are given in Table 1B. Section properties for selected standard sizes of structural glued laminated timber are given in Table 1C and 1D. c = distance from neutral axis to extreme fiber of cross section, in. Ix = bd3/12 = moment of inertia about the X-X axis, in.4 Iy = db3/12 = moment of inertia about the Y-Y axis, in.4 rx = 3.1.3 Definitions I x / A = d / 12 = radius of gyration about the X-X axis, in. NEUTRAL AXIS, in the cross section of a beam, is the line on which there is neither tension nor compression stress. ry = I y / A = b / 12 = radius of gyration about the Y-Y axis, in. Sx =Ix/c = bd2/6 = section modulus about the X-X Figure 1A Dimensions for Rectangular Cross Section axis, in.3 Sy = Iy/c = db2/6 = section modulus about the Y-Y axis, in.3 The following formula shall be used to determine the density in lb./ft.3 of wood: density = ⎡ ⎤ ⎡ m.c. ⎤ G 62.4 ⎢ ⎥ ⎢1 + 100 ⎥⎦ ⎣1 + G(0.009)( m.c.) ⎦ ⎣ where: G = specific gravity of wood (see NDS Table 11.3.2A) Structural Glued Laminated Timber Sawn Lumber m.c. = moisture content of wood, % AMERICAN WOOD COUNCIL DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 1A 13 Nominal and Minimum Dressed Sizes of Sawn Lumber Thickness (in.) Face Widths (in.) Minimum dressed Item Boards Nominal Dry 5/8 3/4 Green 1 1-1/4 11/16 25/32 1-1/32 1-9/32 Dimension Lumber 2 2-1/2 3 3-1/2 4 4-1/2 1-1/2 2 2-1/2 3 3-1/2 4 1-9/16 2-1/16 2-9/16 3-1/16 3-9/16 4-1/16 Timbers 5& thicker — 1/2 off AMERICAN FOREST & PAPER ASSOCIATION Nominal Dry Green 2 3 4 5 6 7 8 9 10 11 12 14 16 1-1/2 2-1/2 3-1/2 4-1/2 5-1/2 6-1/2 7-1/4 8-1/4 9-1/4 10-1/4 11-1/4 13-1/4 15-1/4 1-9/16 2-9/16 3-9/16 4-5/8 5-5/8 6-5/8 7-1/2 8-1/2 9-1/2 10-1/2 11-1/2 13-1/2 15-1/2 2 3 4 5 6 8 10 12 14 16 1-1/2 2-1/2 3-1/2 4-1/2 5-1/2 7-1/4 9-1/4 11-1/4 13-1/4 15-1/4 1-9/16 2-9/16 3-9/16 4-5/8 5-5/8 7-1/2 9-1/2 11-1/2 13-1/2 15-1/2 5& wider — 1/2 off 3 SECTION PROPERTIES 3/4 1 1-1/4 1-1/2 Minimum dressed 14 SECTION PROPERTIES Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber Y-Y Axis X-X Axis Nominal Size b×d Standard Dressed Size (S4S) b×d inches × inches Area of Section A in.2 Section Modulus Sxx in.3 Moment of Inertia Ixx in.4 Section Modulus Syy in.3 Moment of Inertia Iyy in.4 Approximate weight in pounds per linear foot (lb./ft.) of piece when density of wood equals: 25 lb./ft.3 30 lb./ft.3 35 lb./ft.3 40 lb./ft.3 45 lb./ft.3 50 lb./ft.3 1 1 1 1 1 1 × × × × × × 3 4 6 8 10 12 3/4 × 2-1/2 3/4 × 3-1/2 3/4 × 5-1/2 3/4 × 7-1/4 3/4 × 9-1/4 3/4 × 11-1/4 1.875 2.625 4.125 5.438 6.938 8.438 0.781 1.531 3.781 6.570 10.70 15.82 0.977 2.680 10.40 23.82 49.47 88.99 0.234 0.328 0.516 0.680 0.867 1.055 0.088 0.123 0.193 0.255 0.325 0.396 0.326 0.456 0.716 0.944 1.204 1.465 0.391 0.547 0.859 1.133 1.445 1.758 0.456 0.638 1.003 1.322 1.686 2.051 0.521 0.729 1.146 1.510 1.927 2.344 0.586 0.820 1.289 1.699 2.168 2.637 0.651 0.911 1.432 1.888 2.409 2.930 2 2 2 2 2 2 2 2 × × × × × × × × 3 4 5 6 8 10 12 14 1-1/2 × 2-1/2 1-1/2 × 3-1/2 1-1/2 × 4-1/2 1-1/2 × 5-1/2 1-1/2 × 7-1/4 1-1/2 × 9-1/4 1-1/2 × 11-1/4 1-1/2 × 13-1/4 3.750 5.250 6.750 8.250 10.88 13.88 16.88 19.88 1.563 3.063 5.063 7.563 13.14 21.39 31.64 43.89 1.953 5.359 11.39 20.80 47.63 98.93 178.0 290.8 0.938 1.313 1.688 2.063 2.719 3.469 4.219 4.969 0.703 0.984 1.266 1.547 2.039 2.602 3.164 3.727 0.651 0.911 1.172 1.432 1.888 2.409 2.930 3.451 0.781 1.094 1.406 1.719 2.266 2.891 3.516 4.141 0.911 1.276 1.641 2.005 2.643 3.372 4.102 4.831 1.042 1.458 1.875 2.292 3.021 3.854 4.688 5.521 1.172 1.641 2.109 2.578 3.398 4.336 5.273 6.211 1.302 1.823 2.344 2.865 3.776 4.818 5.859 6.901 3 3 3 3 3 3 3 3 × × × × × × × × 4 5 6 8 10 12 14 16 2-1/2 × 3-1/2 2-1/2 × 4-1/2 2-1/2 × 5-1/2 2-1/2 × 7-1/4 2-1/2 × 9-1/4 2-1/2 × 11-1/4 2-1/2 × 13-1/4 2-1/2 × 15-1/4 8.750 11.25 13.75 18.13 23.13 28.13 33.13 38.13 5.104 8.438 12.60 21.90 35.65 52.73 73.15 96.90 8.932 18.98 34.66 79.39 164.9 296.6 484.6 738.9 3.646 4.688 5.729 7.552 9.635 11.72 13.80 15.89 4.557 5.859 7.161 9.440 12.04 14.65 17.25 19.86 1.519 1.953 2.387 3.147 4.015 4.883 5.751 6.619 1.823 2.344 2.865 3.776 4.818 5.859 6.901 7.943 2.127 2.734 3.342 4.405 5.621 6.836 8.051 9.266 2.431 3.125 3.819 5.035 6.424 7.813 9.201 10.59 2.734 3.516 4.297 5.664 7.227 8.789 10.35 11.91 3.038 3.906 4.774 6.293 8.030 9.766 11.50 13.24 4 4 4 4 4 4 4 4 × × × × × × × × 4 5 6 8 10 12 14 16 3-1/2 × 3-1/2 3-1/2 × 4-1/2 3-1/2 × 5-1/2 3-1/2 × 7-1/4 3-1/2 × 9-1/4 3-1/2 × 11-1/4 3-1/2 × 13-1/4 3-1/2 × 15-1/4 12.25 15.75 19.25 25.38 32.38 39.38 46.38 53.38 7.146 11.81 17.65 30.66 49.91 73.83 102.4 135.7 12.51 26.58 48.53 111.1 230.8 415.3 678.5 1034 7.146 9.188 11.23 14.80 18.89 22.97 27.05 31.14 12.51 16.08 19.65 25.90 33.05 40.20 47.34 54.49 2.127 2.734 3.342 4.405 5.621 6.836 8.051 9.266 2.552 3.281 4.010 5.286 6.745 8.203 9.661 11.12 2.977 3.828 4.679 6.168 7.869 9.570 11.27 12.97 3.403 4.375 5.347 7.049 8.993 10.94 12.88 14.83 3.828 4.922 6.016 7.930 10.12 12.30 14.49 16.68 4.253 5.469 6.684 8.811 11.24 13.67 16.10 18.53 5× 5 4-1/2 × 4-1/2 20.25 15.19 34.17 15.19 34.17 3.516 4.219 4.922 5.625 6.328 7.031 6 6 6 6 6 6 6 6 6 6 × × × × × × × × × × 6 8 10 12 14 16 18 20 22 24 5-1/2 × 5-1/2 5-1/2 × 7-1/2 5-1/2 × 9-1/2 5-1/2 × 11-1/2 5-1/2 × 13-1/2 5-1/2 × 15-1/2 5-1/2 × 17-1/2 5-1/2 × 19-1/2 5-1/2 × 21-1/2 5-1/2 × 23-1/2 30.25 41.25 52.25 63.25 74.25 85.25 96.25 107.3 118.3 129.3 27.73 51.56 82.73 121.2 167.1 220.2 280.7 348.6 423.7 506.2 76.26 193.4 393.0 697.1 1128 1707 2456 3398 4555 5948 27.73 37.81 47.90 57.98 68.06 78.15 88.23 98.31 108.4 118.5 76.26 104.0 131.7 159.4 187.2 214.9 242.6 270.4 298.1 325.8 5.252 7.161 9.071 10.98 12.89 14.80 16.71 18.62 20.53 22.44 6.302 8.594 10.89 13.18 15.47 17.76 20.05 22.34 24.64 26.93 7.352 10.03 12.70 15.37 18.05 20.72 23.39 26.07 28.74 31.41 8.403 11.46 14.51 17.57 20.63 23.68 26.74 29.79 32.85 35.90 9.453 12.89 16.33 19.77 23.20 26.64 30.08 33.52 36.95 40.39 10.50 14.32 18.14 21.96 25.78 29.60 33.42 37.24 41.06 44.88 8 8 8 8 8 8 8 8 8 × × × × × × × × × 8 10 12 14 16 18 20 22 24 7-1/2 × 7-1/2 7-1/2 × 9-1/2 7-1/2 × 11-1/2 7-1/2 × 13-1/2 7-1/2 × 15-1/2 7-1/2 × 17-1/2 7-1/2 × 19-1/2 7-1/2 × 21-1/2 7-1/2 × 23-1/2 56.25 71.25 86.25 101.3 116.3 131.3 146.3 161.3 176.3 70.31 112.8 165.3 227.8 300.3 382.8 475.3 577.8 690.3 263.7 535.9 950.5 1538 2327 3350 4634 6211 8111 70.31 89.06 107.8 126.6 145.3 164.1 182.8 201.6 220.3 263.7 334.0 404.3 474.6 544.9 615.2 685.5 755.9 826.2 9.766 12.37 14.97 17.58 20.18 22.79 25.39 27.99 30.60 11.72 14.84 17.97 21.09 24.22 27.34 30.47 33.59 36.72 13.67 17.32 20.96 24.61 28.26 31.90 35.55 39.19 42.84 15.63 19.79 23.96 28.13 32.29 36.46 40.63 44.79 48.96 17.58 22.27 26.95 31.64 36.33 41.02 45.70 50.39 55.08 19.53 24.74 29.95 35.16 40.36 45.57 50.78 55.99 61.20 10 10 10 10 10 10 10 10 × × × × × × × × 10 12 14 16 18 20 22 24 9-1/2 × 9-1/2 9-1/2 × 11-1/2 9-1/2 × 13-1/2 9-1/2 × 15-1/2 9-1/2 × 17-1/2 9-1/2 × 19-1/2 9-1/2 × 21-1/2 9-1/2 × 23-1/2 90.25 109.3 128.3 147.3 166.3 185.3 204.3 223.3 142.9 209.4 288.6 380.4 484.9 602.1 731.9 874.4 678.8 1204 1948 2948 4243 5870 7868 10270 142.9 173.0 203.1 233.1 263.2 293.3 323.4 353.5 678.8 821.7 964.5 1107 1250 1393 1536 1679 15.67 18.97 22.27 25.56 28.86 32.16 35.46 38.76 18.80 22.76 26.72 30.68 34.64 38.59 42.55 46.51 21.94 26.55 31.17 35.79 40.41 45.03 49.64 54.26 25.07 30.35 35.63 40.90 46.18 51.46 56.74 62.01 28.20 34.14 40.08 46.02 51.95 57.89 63.83 69.77 31.34 37.93 44.53 51.13 57.73 64.32 70.92 77.52 AMERICAN WOOD COUNCIL DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 1B Section Properties of Standard Dressed (S4S) Sawn Lumber (Cont.) Y-Y Axis X-X Axis Nominal Size b×d 15 Standard Dressed Size (S4S) b×d inches × inches Area of Section A in.2 Section Modulus Sx in.3 Moment of Inertia Ix in.4 Section Modulus Sy in.3 Moment of Inertia Iy in.4 Approximate weight in pounds per linear foot (lb./ft.) of piece when density of wood equals: 25 lb./ft.3 30 lb./ft.3 35 lb./ft.3 40 lb./ft.3 45 lb./ft.3 50 lb./ft.3 × × × × × × × 12 14 16 18 20 22 24 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 11-1/2 × × × × × × × 11-1/2 13-1/2 15-1/2 17-1/2 19-1/2 21-1/2 23-1/2 132.3 155.3 178.3 201.3 224.3 247.3 270.3 253.5 349.3 460.5 587.0 728.8 886.0 1058 1458 2358 3569 5136 7106 9524 12440 253.5 297.6 341.6 385.7 429.8 473.9 518.0 1458 1711 1964 2218 2471 2725 2978 22.96 26.95 30.95 34.94 38.93 42.93 46.92 27.55 32.34 37.14 41.93 46.72 51.51 56.30 32.14 37.73 43.32 48.91 54.51 60.10 65.69 36.74 43.13 49.51 55.90 62.29 68.68 75.07 41.33 48.52 55.70 62.89 70.08 77.27 84.45 45.92 53.91 61.89 69.88 77.86 85.85 93.84 14 14 14 14 14 14 × × × × × × 14 16 18 20 22 24 13-1/2 13-1/2 13-1/2 13-1/2 13-1/2 13-1/2 × × × × × × 13-1/2 15-1/2 17-1/2 19-1/2 21-1/2 23-1/2 182.3 209.3 236.3 263.3 290.3 317.3 410.1 540.6 689.1 855.6 1040 1243 2768 4189 6029 8342 11180 14600 410.1 470.8 531.6 592.3 653.1 713.8 2768 3178 3588 3998 4408 4818 31.64 36.33 41.02 45.70 50.39 55.08 37.97 43.59 49.22 54.84 60.47 66.09 44.30 50.86 57.42 63.98 70.55 77.11 50.63 58.13 65.63 73.13 80.63 88.13 56.95 65.39 73.83 82.27 90.70 99.14 63.28 72.66 82.03 91.41 100.8 110.2 16 16 16 16 16 × × × × × 16 18 20 22 24 15-1/2 15-1/2 15-1/2 15-1/2 15-1/2 × × × × × 15-1/2 17-1/2 19-1/2 21-1/2 23-1/2 240.3 271.3 302.3 333.3 364.3 620.6 791.1 982.3 1194 1427 4810 6923 9578 12840 16760 620.6 700.7 780.8 860.9 941.0 4810 5431 6051 6672 7293 41.71 47.09 52.47 57.86 63.24 50.05 56.51 62.97 69.43 75.89 58.39 65.93 73.46 81.00 88.53 66.74 75.35 83.96 92.57 101.2 75.08 84.77 94.45 104.1 113.8 83.42 94.18 104.9 115.7 126.5 18 18 18 18 × × × × 18 20 22 24 17-1/2 17-1/2 17-1/2 17-1/2 × × × × 17-1/2 19-1/2 21-1/2 23-1/2 306.3 341.3 376.3 411.3 893.2 1109 1348 1611 7816 10810 14490 18930 893.2 995.3 1097 1199 7816 8709 9602 10500 53.17 59.24 65.32 71.40 63.80 71.09 78.39 85.68 74.44 82.94 91.45 99.96 85.07 94.79 104.5 114.2 95.70 106.6 117.6 128.5 106.3 118.5 130.6 142.8 20 × 20 20 × 22 20 × 24 19-1/2 × 19-1/2 19-1/2 × 21-1/2 19-1/2 × 23-1/2 380.3 419.3 458.3 1236 1502 1795 12050 16150 21090 1236 1363 1489 12050 13280 14520 66.02 72.79 79.56 79.22 87.34 95.47 92.42 101.9 111.4 105.6 116.5 127.3 118.8 131.0 143.2 132.0 145.6 159.1 22 × 22 22 × 24 21-1/2 × 21-1/2 21-1/2 × 23-1/2 462.3 505.3 1656 1979 17810 23250 1656 1810 17810 19460 80.25 87.72 96.30 105.3 112.4 122.8 128.4 140.3 144.5 157.9 160.5 175.4 24 × 24 23-1/2 × 23-1/2 552.3 2163 25420 2163 25420 95.88 115.1 134.2 153.4 172.6 191.8 AMERICAN FOREST & PAPER ASSOCIATION 3 SECTION PROPERTIES 12 12 12 12 12 12 12 16 SECTION PROPERTIES Table 1C Section Properties of Western Species Structural Glued Laminated Timber Depth d (in.) Area A (in.2) Ix (in. ) 6 7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 15.00 18.75 22.50 26.25 30.00 33.75 37.50 41.25 45.00 48.75 52.50 45.00 87.89 151.9 241.2 360.0 512.6 703.1 935.9 1215 1545 1929 6 7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 18.75 23.44 28.13 32.81 37.50 42.19 46.88 51.56 56.25 60.94 65.63 70.31 75.00 56.25 109.9 189.8 301.5 450.0 640.7 878.9 1170 1519 1931 2412 2966 3600 6 7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 21.00 26.25 31.50 36.75 42.00 47.25 52.50 57.75 63.00 68.25 73.50 78.75 84.00 63.00 123.0 212.6 337.6 504.0 717.6 984.4 1310 1701 2163 2701 3322 4032 4 X-X Axis Sx (in.3) 2-1/2 in. Width 15.00 23.44 33.75 45.94 60.00 75.94 93.75 113.4 135.0 158.4 183.8 3-1/8 in. Width 18.75 29.30 42.19 57.42 75.00 94.92 117.2 141.8 168.8 198.0 229.7 263.7 300.0 3-1/2 in. Width 21.00 32.81 47.25 64.31 84.00 106.3 131.3 158.8 189.0 221.8 257.3 295.3 336.0 AMERICAN WOOD COUNCIL rx (in.) 1.732 2.165 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 1.732 2.165 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 1.732 2.165 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 Y-Y Axis Iy (in. ) Sy (in.3) (ry = 0.722 in.) 7.813 6.250 9.766 7.813 11.72 9.375 13.67 10.94 15.63 12.50 17.58 14.06 19.53 15.63 21.48 17.19 23.44 18.75 25.39 20.31 27.34 21.88 (ry = 0.902 in.) 15.26 9.766 19.07 12.21 22.89 14.65 26.70 17.09 30.52 19.53 34.33 21.97 38.15 24.41 41.96 26.86 45.78 29.30 49.59 31.74 53.41 34.18 57.22 36.62 61.04 39.06 (ry = 1.010 in.) 21.44 12.25 26.80 15.31 32.16 18.38 37.52 21.44 42.88 24.50 48.23 27.56 53.59 30.63 58.95 33.69 64.31 36.75 69.67 39.81 75.03 42.88 80.39 45.94 85.75 49.00 4 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 1C 17 Section Properties of Western Species Structural Glued Laminated Timber (Cont.) Area A (in.2) Ix (in. ) 6 7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 30.75 38.44 46.13 53.81 61.50 69.19 76.88 84.56 92.25 99.94 107.6 115.3 123.0 130.7 138.4 146.1 153.8 161.4 169.1 176.8 184.5 92.25 180.2 311.3 494.4 738.0 1051 1441 1919 2491 3167 3955 4865 5904 7082 8406 9887 11530 13350 15350 17540 19930 6 7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 33.00 41.25 49.50 57.75 66.00 74.25 82.50 90.75 99.00 107.3 115.5 123.8 132.0 140.3 148.5 156.8 165.0 173.3 181.5 189.8 198.0 99.00 193.4 334.1 530.6 792.0 1128 1547 2059 2673 3398 4245 5221 6336 7600 9021 10610 12380 14330 16470 18820 21380 4 X-X Axis Sx (in.3) 5-1/8 in. Width 30.75 48.05 69.19 94.17 123.0 155.7 192.2 232.5 276.8 324.8 376.7 432.4 492.0 555.4 622.7 693.8 768.8 847.5 930.2 1017 1107 5-1/2 in. Width 33.00 51.56 74.25 101.1 132.0 167.1 206.3 249.6 297.0 348.6 404.3 464.1 528.0 596.1 668.3 744.6 825.0 909.6 998.3 1091 1188 rx (in.) 1.732 2.165 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 1.732 2.165 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 AMERICAN FOREST & PAPER ASSOCIATION Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.479 in.) 67.31 26.27 84.13 32.83 101.0 39.40 117.8 45.96 134.6 52.53 151.4 59.10 168.3 65.66 185.1 72.23 201.9 78.80 218.7 85.36 235.6 91.93 252.4 98.50 269.2 105.1 286.0 111.6 302.9 118.2 319.7 124.8 336.5 131.3 353.4 137.9 370.2 144.5 387.0 151.0 403.8 157.6 (ry = 1.588 in.) 83.19 30.25 104.0 37.81 124.8 45.38 145.6 52.94 166.4 60.50 187.2 68.06 208.0 75.63 228.8 83.19 249.6 90.75 270.4 98.31 291.2 105.9 312.0 113.4 332.8 121.0 353.5 128.6 374.3 136.1 395.1 143.7 415.9 151.3 436.7 158.8 457.5 166.4 478.3 173.9 499.1 181.5 4 3 SECTION PROPERTIES Depth d (in.) 18 SECTION PROPERTIES Table 1C Section Properties of Western Species Structural Glued Laminated Timber (Cont.) Depth d (in.) Area A (in.2) Ix (in. ) 7-1/2 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60 50.63 60.75 70.88 81.00 91.13 101.3 111.4 121.5 131.6 141.8 151.9 162.0 172.1 182.3 192.4 202.5 212.6 222.8 232.9 243.0 253.1 263.3 273.4 283.5 293.6 303.8 313.9 324.0 334.1 344.3 354.4 364.5 374.6 384.8 394.9 405.0 237.3 410.1 651.2 972.0 1384 1898 2527 3281 4171 5209 6407 7776 9327 11070 13020 15190 17580 20210 23100 26240 29660 33370 37370 41670 46300 51260 56560 62210 68220 74620 81400 88570 96160 104200 112600 121500 4 X-X Axis Sx (in.3) 6-3/4 in. Width 63.28 91.13 124.0 162.0 205.0 253.1 306.3 364.5 427.8 496.1 569.5 648.0 731.5 820.1 913.8 1013 1116 1225 1339 1458 1582 1711 1845 1985 2129 2278 2433 2592 2757 2926 3101 3281 3465 3655 3850 4050 AMERICAN WOOD COUNCIL rx (in.) 2.165 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32 Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.949 in.) 192.2 56.95 230.7 68.34 269.1 79.73 307.5 91.13 346.0 102.5 384.4 113.9 422.9 125.3 461.3 136.7 499.8 148.1 538.2 159.5 576.7 170.9 615.1 182.3 653.5 193.6 692.0 205.0 730.4 216.4 768.9 227.8 807.3 239.2 845.8 250.6 884.2 262.0 922.6 273.4 961.1 284.8 999.5 296.2 1038 307.5 1076 318.9 1115 330.3 1153 341.7 1192 353.1 1230 364.5 1269 375.9 1307 387.3 1346 398.7 1384 410.1 1422 421.5 1461 432.8 1499 444.2 1538 455.6 4 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 1C 19 Section Properties of Western Species Structural Glued Laminated Timber (Cont.) Area A (in.2) Ix (in. ) 9 10-1/2 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60 78.75 91.88 105.0 118.1 131.3 144.4 157.5 170.6 183.8 196.9 210.0 223.1 236.3 249.4 262.5 275.6 288.8 301.9 315.0 328.1 341.3 354.4 367.5 380.6 393.8 406.9 420.0 433.1 446.3 459.4 472.5 485.6 498.8 511.9 525.0 531.6 844.1 1260 1794 2461 3276 4253 5407 6753 8306 10080 12090 14350 16880 19690 22790 26200 29940 34020 38450 43250 48440 54020 60020 66450 73310 80640 88440 96720 105500 114800 124700 135000 146000 157500 4 X-X Axis Sx (in.3) 8-3/4 in. Width 118.1 160.8 210.0 265.8 328.1 397.0 472.5 554.5 643.1 738.3 840.0 948.3 1063 1185 1313 1447 1588 1736 1890 2051 2218 2392 2573 2760 2953 3153 3360 3573 3793 4020 4253 4492 4738 4991 5250 rx (in.) 2.598 3.031 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32 AMERICAN FOREST & PAPER ASSOCIATION Y-Y Axis Iy (in. ) Sy (in.3) (ry = 2.526 in.) 502.4 114.8 586.2 134.0 669.9 153.1 753.7 172.3 837.4 191.4 921.1 210.5 1005 229.7 1089 248.8 1172 268.0 1256 287.1 1340 306.3 1424 325.4 1507 344.5 1591 363.7 1675 382.8 1759 402.0 1842 421.1 1926 440.2 2010 459.4 2094 478.5 2177 497.7 2261 516.8 2345 535.9 2428 555.1 2512 574.2 2596 593.4 2680 612.5 2763 631.6 2847 650.8 2931 669.9 3015 689.1 3098 708.2 3182 727.3 3266 746.5 3350 765.6 4 3 SECTION PROPERTIES Depth d (in.) 20 SECTION PROPERTIES Table 1C Section Properties of Western Species Structural Glued Laminated Timber (Cont.) Depth d (in.) Area A (in.2) Ix (in. ) 12 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60 129.0 145.1 161.3 177.4 193.5 209.6 225.8 241.9 258.0 274.1 290.3 306.4 322.5 338.6 354.8 370.9 387.0 403.1 419.3 435.4 451.5 467.6 483.8 499.9 516.0 532.1 548.3 564.4 580.5 596.6 612.8 628.9 645.0 1548 2204 3023 4024 5225 6642 8296 10200 12380 14850 17630 20740 24190 28000 32190 36790 41800 47240 53140 59510 66370 73740 81630 90070 99070 108700 118800 129600 141100 153100 165900 179300 193500 4 X-X Axis Sx (in.3) 10-3/4 in. Width 258.0 326.5 403.1 487.8 580.5 681.3 790.1 907.0 1032 1165 1306 1455 1613 1778 1951 2133 2322 2520 2725 2939 3161 3390 3628 3874 4128 4390 4660 4938 5225 5519 5821 6132 6450 AMERICAN WOOD COUNCIL rx (in.) 3.464 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32 Y-Y Axis Iy (in. ) Sy (in.3) (ry = 3.103 in.) 1242 231.1 1398 260.0 1553 288.9 1708 317.8 1863 346.7 2019 375.6 2174 404.5 2329 433.4 2485 462.3 2640 491.1 2795 520.0 2950 548.9 3106 577.8 3261 606.7 3416 635.6 3572 664.5 3727 693.4 3882 722.3 4037 751.2 4193 780.0 4348 808.9 4503 837.8 4659 866.7 4814 895.6 4969 924.5 5124 953.4 5280 982.3 5435 1011 5590 1040 5746 1069 5901 1098 6056 1127 6211 1156 4 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 1C 21 Section Properties of Western Species Structural Glued Laminated Timber (Cont.) Area A (in.2) Ix (in. ) 13-1/2 15 16-1/2 18 19-1/2 21 22-1/2 24 25-1/2 27 28-1/2 30 31-1/2 33 34-1/2 36 37-1/2 39 40-1/2 42 43-1/2 45 46-1/2 48 49-1/2 51 52-1/2 54 55-1/2 57 58-1/2 60 165.4 183.8 202.1 220.5 238.9 257.3 275.6 294.0 312.4 330.8 349.1 367.5 385.9 404.3 422.6 441.0 459.4 477.8 496.1 514.5 532.9 551.3 569.6 588.0 606.4 624.8 643.1 661.5 679.9 698.3 716.6 735.0 2512 3445 4586 5954 7569 9454 11630 14110 16930 20090 23630 27560 31910 36690 41920 47630 53830 60550 67810 75630 84030 93020 102600 112900 123800 135400 147700 160700 174500 189100 204400 220500 4 X-X Axis Sx (in.3) 12-1/4 in. Width 372.1 459.4 555.8 661.5 776.3 900.4 1034 1176 1328 1488 1658 1838 2026 2223 2430 2646 2871 3105 3349 3602 3863 4134 4415 4704 5003 5310 5627 5954 6289 6633 6987 7350 rx (in.) 3.897 4.330 4.763 5.196 5.629 6.062 6.495 6.928 7.361 7.794 8.227 8.660 9.093 9.526 9.959 10.39 10.83 11.26 11.69 12.12 12.56 12.99 13.42 13.86 14.29 14.72 15.16 15.59 16.02 16.45 16.89 17.32 AMERICAN FOREST & PAPER ASSOCIATION Y-Y Axis Iy (in. ) Sy (in.3) (ry = 3.536 in.) 2068 337.6 2298 375.2 2528 412.7 2757 450.2 2987 487.7 3217 525.2 3447 562.7 3677 600.3 3906 637.8 4136 675.3 4366 712.8 4596 750.3 4825 787.8 5055 825.3 5285 862.9 5515 900.4 5745 937.9 5974 975.4 6204 1013 6434 1050 6664 1088 6893 1125 7123 1163 7353 1201 7583 1238 7813 1276 8042 1313 8272 1351 8502 1388 8732 1426 8962 1463 9191 1501 4 3 SECTION PROPERTIES Depth d (in.) 22 SECTION PROPERTIES Table 1D Depth d (in.) Section Properties of Southern Pine Structural Glued Laminated Timber Area A (in.2) Ix (in.4) 5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 13.75 17.19 20.63 24.06 27.50 30.94 34.38 37.81 41.25 44.69 48.13 51.56 55.00 58.44 34.66 67.70 117.0 185.8 277.3 394.8 541.6 720.9 935.9 1190 1486 1828 2218 2661 5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 16.50 20.63 24.75 28.88 33.00 37.13 41.25 45.38 49.50 53.63 57.75 61.88 66.00 70.13 41.59 81.24 140.4 222.9 332.8 473.8 649.9 865.0 1123 1428 1783 2193 2662 3193 5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 17.19 21.48 25.78 30.08 34.38 38.67 42.97 47.27 51.56 55.86 60.16 64.45 68.75 73.05 43.33 84.62 146.2 232.2 346.6 493.5 677.0 901.1 1170 1487 1858 2285 2773 3326 X-X Axis Sx (in.3) 2-1/2 in. Width 12.60 19.69 28.36 38.60 50.42 63.81 78.78 95.32 113.4 133.1 154.4 177.2 201.7 227.7 3 in. Width 15.13 23.63 34.03 46.32 60.50 76.57 94.53 114.4 136.1 159.8 185.3 212.7 242.0 273.2 3-1/8 in. Width 15.76 24.62 35.45 48.25 63.02 79.76 98.47 119.1 141.8 166.4 193.0 221.6 252.1 284.6 AMERICAN WOOD COUNCIL rx (in.) 1.588 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 1.588 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 1.588 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 Y-Y Axis Iy (in.4) Sy (in.3) (ry = 0.722 in.) 7.161 5.729 8.952 7.161 10.74 8.594 12.53 10.03 14.32 11.46 16.11 12.89 17.90 14.32 19.69 15.76 21.48 17.19 23.27 18.62 25.07 20.05 26.86 21.48 28.65 22.92 30.44 24.35 (ry = 0.866 in.) 12.38 8.250 15.47 10.31 18.56 12.38 21.66 14.44 24.75 16.50 27.84 18.56 30.94 20.63 34.03 22.69 37.13 24.75 40.22 26.81 43.31 28.88 46.41 30.94 49.50 33.00 52.59 35.06 (ry = 0.902 in.) 13.99 8.952 17.48 11.19 20.98 13.43 24.48 15.67 27.97 17.90 31.47 20.14 34.97 22.38 38.46 24.62 41.96 26.86 45.46 29.09 48.96 31.33 52.45 33.57 55.95 35.81 59.45 38.05 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 1D Depth d (in.) 23 Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.) Ix (in. ) 5-1/2 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 19.25 24.06 28.88 33.69 38.50 43.31 48.13 52.94 57.75 62.56 67.38 72.19 77.00 81.81 48.53 94.78 163.8 260.1 388.2 552.7 758.2 1009 1310 1666 2081 2559 3106 3725 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 34.38 41.25 48.13 55.00 61.88 68.75 75.63 82.50 89.38 96.25 103.1 110.0 116.9 123.8 130.6 137.5 144.4 151.3 158.1 165.0 171.9 178.8 135.4 234.0 371.5 554.6 789.6 1083 1442 1872 2380 2972 3656 4437 5322 6317 7429 8665 10030 11530 13180 14970 16920 19040 4 X-X Axis Sx (in.3) 3-1/2 in. Width 17.65 27.57 39.70 54.04 70.58 89.33 110.3 133.4 158.8 186.4 216.2 248.1 282.3 318.7 5 in. Width 39.39 56.72 77.20 100.8 127.6 157.6 190.6 226.9 266.3 308.8 354.5 403.3 455.3 510.5 568.8 630.2 694.8 762.6 833.5 907.5 984.7 1065 rx (in.) 1.588 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 AMERICAN FOREST & PAPER ASSOCIATION Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.010 in.) 19.65 11.23 24.56 14.04 29.48 16.84 34.39 19.65 39.30 22.46 44.21 25.27 49.13 28.07 54.04 30.88 58.95 33.69 63.87 36.49 68.78 39.30 73.69 42.11 78.60 44.92 83.52 47.72 (ry = 1.443 in.) 71.61 28.65 85.94 34.38 100.3 40.10 114.6 45.83 128.9 51.56 143.2 57.29 157.6 63.02 171.9 68.75 186.2 74.48 200.5 80.21 214.8 85.94 229.2 91.67 243.5 97.40 257.8 103.1 272.1 108.9 286.5 114.6 300.8 120.3 315.1 126.0 329.4 131.8 343.8 137.5 358.1 143.2 372.4 149.0 4 3 SECTION PROPERTIES Area A (in.2) 24 SECTION PROPERTIES Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.) Depth d (in.) Area A (in.2) Ix (in.4) 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 35.23 42.28 49.33 56.38 63.42 70.47 77.52 84.56 91.61 98.66 105.7 112.8 119.8 126.8 133.9 140.9 148.0 155.0 162.1 169.1 176.2 183.2 138.8 239.8 380.8 568.4 809.4 1110 1478 1919 2439 3047 3747 4548 5455 6475 7615 8882 10280 11820 13510 15350 17350 19510 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 37.81 45.38 52.94 60.50 68.06 75.63 83.19 90.75 98.31 105.9 113.4 121.0 128.6 136.1 143.7 151.3 158.8 166.4 173.9 181.5 189.1 196.6 148.9 257.4 408.7 610.0 868.6 1191 1586 2059 2618 3269 4021 4880 5854 6949 8172 9532 11030 12690 14500 16470 18620 20940 X-X Axis Sx (in.3) 5-1/8 in. Width 40.37 58.14 79.13 103.4 130.8 161.5 195.4 232.5 272.9 316.5 363.4 413.4 466.7 523.2 583.0 646 712.2 781.6 854.3 930.2 1009 1092 5-1/2 in. Width 43.33 62.39 84.92 110.9 140.4 173.3 209.7 249.6 292.9 339.7 389.9 443.7 500.9 561.5 625.6 693.2 764.3 838.8 916.8 998.3 1083 1172 AMERICAN WOOD COUNCIL rx (in.) 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 Y-Y Axis Iy (in.4) Sy (in.3) (ry = 1.479 in.) 77.12 30.10 92.55 36.12 108.0 42.13 123.4 48.15 138.8 54.17 154.2 60.19 169.7 66.21 185.1 72.23 200.5 78.25 215.9 84.27 231.4 90.29 246.8 96.31 262.2 102.3 277.6 108.3 293.1 114.4 308.5 120.4 323.9 126.4 339.3 132.4 354.8 138.4 370.2 144.5 385.6 150.5 401.0 156.5 (ry = 1.588 in.) 95.32 34.66 114.4 41.59 133.4 48.53 152.5 55.46 171.6 62.39 190.6 69.32 209.7 76.26 228.8 83.19 247.8 90.12 266.9 97.05 286.0 104.0 305.0 110.9 324.1 117.8 343.1 124.8 362.2 131.7 381.3 138.6 400.3 145.6 419.4 152.5 438.5 159.4 457.5 166.4 476.6 173.3 495.7 180.2 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 1D 25 Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.) Area A (in.2) Ix (in. ) 6-7/8 8-1/4 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 37-1/8 38-1/2 39-7/8 41-1/4 42-5/8 44 45-3/8 46-3/4 48-1/8 49-1/2 50-7/8 52-1/4 53-5/8 55 56-3/8 57-3/4 59-1/8 60-1/2 46.41 55.69 64.97 74.25 83.53 92.81 102.1 111.4 120.7 129.9 139.2 148.5 157.8 167.1 176.3 185.6 194.9 204.2 213.5 222.8 232.0 241.3 250.6 259.9 269.2 278.4 287.7 297.0 306.3 315.6 324.8 334.1 343.4 352.7 362.0 371.3 380.5 389.8 399.1 408.4 182.8 315.9 501.6 748.7 1066 1462 1946 2527 3213 4012 4935 5990 7184 8528 10030 11700 13540 15570 17790 20210 22850 25700 28780 32100 35660 39480 43560 47920 52550 57470 62700 68220 74070 80240 86740 93590 100800 108300 116300 124600 4 X-X Axis Sx (in.3) 6-3/4 in. Width 53.17 76.57 104.2 136.1 172.3 212.7 257.4 306.3 359.5 416.9 478.6 544.5 614.7 689.1 767.8 850.8 938.0 1029 1125 1225 1329 1438 1551 1668 1789 1914 2044 2178 2316 2459 2606 2757 2912 3071 3235 3403 3575 3752 3933 4118 rx (in.) 1.985 2.382 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 10.72 11.11 11.51 11.91 12.30 12.70 13.10 13.50 13.89 14.29 14.69 15.08 15.48 15.88 16.27 16.67 17.07 17.46 AMERICAN FOREST & PAPER ASSOCIATION Y-Y Axis Iy (in. ) Sy (in.3) (ry = 1.949 in.) 176.2 52.21 211.4 62.65 246.7 73.09 281.9 83.53 317.2 93.97 352.4 104.4 387.6 114.9 422.9 125.3 458.1 135.7 493.4 146.2 528.6 156.6 563.8 167.1 599.1 177.5 634.3 187.9 669.6 198.4 704.8 208.8 740.0 219.3 775.3 229.7 810.5 240.2 845.8 250.6 881.0 261.0 916.2 271.5 951.5 281.9 986.7 292.4 1022 302.8 1057 313.2 1092 323.7 1128 334.1 1163 344.6 1198 355.0 1233 365.4 1269 375.9 1304 386.3 1339 396.8 1374 407.2 1410 417.7 1445 428.1 1480 438.5 1515 449.0 1551 459.4 4 3 SECTION PROPERTIES Depth d (in.) 26 SECTION PROPERTIES Table 1D Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.) Depth d (in.) Area A (in.2) Ix (in. ) 9-5/8 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 37-1/8 38-1/2 39-7/8 41-1/4 42-5/8 44 45-3/8 46-3/4 48-1/8 49-1/2 50-7/8 52-1/4 53-5/8 55 56-3/8 57-3/4 59-1/8 60-1/2 81.81 93.50 105.2 116.9 128.6 140.3 151.9 163.6 175.3 187.0 198.7 210.4 222.1 233.8 245.4 257.1 268.8 280.5 292.2 303.9 315.6 327.3 338.9 350.6 362.3 374.0 385.7 397.4 409.1 420.8 432.4 444.1 455.8 467.5 479.2 490.9 502.6 514.3 631.6 942.8 1342 1841 2451 3182 4046 5053 6215 7542 9047 10740 12630 14730 17050 19610 22400 25460 28770 32360 36240 40420 44910 49720 54860 60340 66170 72370 78950 85910 93270 101000 109200 117800 126900 136400 146400 156900 4 X-X Axis Sx (in.3) 8-1/2 in. Width 131.2 171.4 216.9 267.8 324.1 385.7 452.6 525.0 602.6 685.7 774.1 867.8 966.9 1071 1181 1296 1417 1543 1674 1811 1953 2100 2253 2411 2574 2743 2917 3096 3281 3471 3667 3868 4074 4285 4502 4725 4952 5185 AMERICAN WOOD COUNCIL rx (in.) 2.778 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 10.72 11.11 11.51 11.91 12.30 12.70 13.10 13.50 13.89 14.29 14.69 15.08 15.48 15.88 16.27 16.67 17.07 17.46 Y-Y Axis Iy (in. ) Sy (in.3) (ry = 2.454 in.) 492.6 115.9 562.9 132.5 633.3 149.0 703.7 165.6 774.1 182.1 844.4 198.7 914.8 215.2 985.2 231.8 1056 248.4 1126 264.9 1196 281.5 1267 298.0 1337 314.6 1407 331.1 1478 347.7 1548 364.3 1618 380.8 1689 397.4 1759 413.9 1830 430.5 1900 447.0 1970 463.6 2041 480.2 2111 496.7 2181 513.3 2252 529.8 2322 546.4 2393 562.9 2463 579.5 2533 596.1 2604 612.6 2674 629.2 2744 645.7 2815 662.3 2885 678.8 2955 695.4 3026 712.0 3096 728.5 4 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 1D 27 Section Properties of Southern Pine Structural Glued Laminated Timber (Cont.) Area A (in.2) Ix (in. ) 11 12-3/8 13-3/4 15-1/8 16-1/2 17-7/8 19-1/4 20-5/8 22 23-3/8 24-3/4 26-1/8 27-1/2 28-7/8 30-1/4 31-5/8 33 34-3/8 35-3/4 37-1/8 38-1/2 39-7/8 41-1/4 42-5/8 44 45-3/8 46-3/4 48-1/8 49-1/2 50-7/8 52-1/4 53-5/8 55 56-3/8 57-3/4 59-1/8 60-1/2 115.5 129.9 144.4 158.8 173.3 187.7 202.1 216.6 231.0 245.4 259.9 274.3 288.8 303.2 317.6 332.1 346.5 360.9 375.4 389.8 404.3 418.7 433.1 447.6 462.0 476.4 490.9 505.3 519.8 534.2 548.6 563.1 577.5 591.9 606.4 620.8 635.3 1165 1658 2275 3028 3931 4997 6242 7677 9317 11180 13270 15600 18200 21070 24220 27680 31440 35540 39980 44770 49930 55480 61420 67760 74540 81740 89400 97530 106100 115200 124800 134900 145600 156800 168500 180900 193800 4 X-X Axis Sx (in.3) 10-1/2 in. Width 211.8 268.0 330.9 400.3 476.4 559.2 648.5 744.4 847.0 956.2 1072 1194 1323 1459 1601 1750 1906 2068 2237 2412 2594 2783 2978 3180 3388 3603 3825 4053 4288 4529 4778 5032 5294 5562 5836 6118 6405 rx (in.) 3.175 3.572 3.969 4.366 4.763 5.160 5.557 5.954 6.351 6.748 7.145 7.542 7.939 8.335 8.732 9.129 9.526 9.923 10.32 10.72 11.11 11.51 11.91 12.30 12.70 13.10 13.50 13.89 14.29 14.69 15.08 15.48 15.88 16.27 16.67 17.07 17.46 AMERICAN FOREST & PAPER ASSOCIATION Y-Y Axis Iy (in. ) Sy (in.3) (ry = 3.031 in.) 1061 202.1 1194 227.4 1326 252.7 1459 277.9 1592 303.2 1724 328.5 1857 353.7 1990 379.0 2122 404.3 2255 429.5 2388 454.8 2520 480.0 2653 505.3 2786 530.6 2918 555.8 3051 581.1 3183 606.4 3316 631.6 3449 656.9 3581 682.2 3714 707.4 3847 732.7 3979 758.0 4112 783.2 4245 808.5 4377 833.8 4510 859.0 4643 884.3 4775 909.6 4908 934.8 5040 960.1 5173 985.4 5306 1011 5438 1036 5571 1061 5704 1086 5836 1112 4 3 SECTION PROPERTIES Depth d (in.) 28 SECTION PROPERTIES AMERICAN WOOD COUNCIL only to be used with the 2005 NDS® and Wood Structural Design Data 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 29 REFERENCE DESIGN VALUES 4 Table 4A Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick) ........................... s30 Table 4B Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick) ............................................................. s37 Table 4C Reference Design Values for Mechanically Graded Dimension Lumber ..................................... s40 Table 4D Reference Design Values for Visually Graded Timbers (5" x 5" and larger) ................................... s44 Table 4E Reference Design Values for Visually Graded Decking ....................................................................... s51 Table 4F Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick) ............................................................. s55 Table 5A Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in bending) ................................................ s59 Table 5B Reference Design Values for Structural Glued Laminated Softwood Timber (Members stressed primarily in axial tension or compression) ............. s64 Table 5C Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in bending) ................................. s67 Table 5D Reference Design Values for Structural Glued Laminated Hardwood Timber (Members stressed primarily in axial tension or compression) .............................................................. s69 AMERICAN FOREST & PAPER ASSOCIATION 2005 REFERENCE DESIGN VALUES 30 Table 4A Adjustment Factors only to be used with the 2005 NDS® and Wood Structural Design Data Repetitive Member Factor, Cr Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number and are joined by floor, roof, or other load distributing elements adequate to support the design load. Flat Use Factor, Cfu Bending design values adjusted by size factors are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors: Flat Use Factors, Cfu Wet Service Factor, CM When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table: Thickness (breadth) Width (depth) 2" & 3" 4" 2" & 3" 4" 5" 6" 8" 10" & wider 1.0 1.1 1.1 1.15 1.15 1.2 — 1.0 1.05 1.05 1.05 1.1 Wet Service Factors, CM Fb Ft Fv Fc⊥ Fc E and Emin NOTE 0.85* 1.0 0.97 0.67 0.8** 0.9 To facilitate the use of Table 4A, shading has been employed to distinguish design values based on a 4" nominal width (Construction, Standard, and Utility grades) or a 6" nominal width (Stud grade) from design values based on a 12" nominal width (Select Structural, No.1 & Btr, No.1, No.2, and No.3 grades). * when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc)(CF) ≤ 750 psi, CM = 1.0 Size Factor, CF Tabulated bending, tension, and compression parallel to grain design values for dimension lumber 2" to 4" thick shall be multiplied by the following size factors: Size Factors, CF Fb Ft Fc Thickness (breadth) Grades Select Structural, No.1 & Btr, No.1, No.2, No.3 Stud Construction, Standard Utility Width (depth) 2", 3", & 4" 5" 6" 8" 10" 12" 14" & wider 2", 3", & 4" 5" & 6" 8" & wider 2", 3", & 4" 4" 2" & 3" 2" & 3" 4" 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.2 1.3 1.2 1.1 1.2 1.1 1.0 1.1 1.0 0.9 1.0 0.9 1.1 1.1 1.1 1.0 1.0 1.0 Use No.3 Grade tabulated design values and size factors 1.0 1.0 1.0 1.0 0.4 AMERICAN WOOD COUNCIL 1.0 — 1.0 0.4 1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.05 1.0 1.0 1.0 0.6 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4A 31 Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3 USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification 250 ALASKA CEDAR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility Bending Fb Tension parallel to grain Ft 2" & wider 2" & wider 2" - 4" wide Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 1,150 975 800 450 625 900 500 250 625 525 425 250 350 500 275 125 165 165 165 165 165 165 165 165 525 525 525 525 525 525 525 525 1,000 900 750 425 475 950 775 500 1,400,000 1,300,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000 510,000 470,000 440,000 400,000 400,000 440,000 400,000 370,000 1,300 900 825 475 650 950 525 250 825 550 475 275 375 550 300 150 185 185 185 185 185 185 185 185 440 440 440 440 440 440 440 440 1,200 1,100 1,050 600 650 1,250 1,050 700 1,700,000 1,600,000 1,500,000 1,400,000 1,400,000 1,400,000 1,300,000 1,200,000 620,000 580,000 550,000 510,000 510,000 510,000 470,000 440,000 1,400 950 875 500 675 1,000 550 275 900 600 500 300 400 575 325 150 160 160 160 160 160 160 160 160 330 330 330 330 330 330 330 330 1,200 1,100 1,050 600 675 1,250 1,050 700 1,600,000 1,500,000 1,400,000 1,300,000 1,300,000 1,300,000 1,200,000 1,100,000 580,000 550,000 510,000 470,000 470,000 470,000 440,000 400,000 1,350 900 800 475 625 925 500 250 800 525 450 250 350 500 275 125 225 225 225 225 225 225 225 225 510 510 510 510 510 510 510 510 1,200 1,050 1,000 575 625 1,250 1,050 675 1,500,000 1,400,000 1,300,000 1,200,000 1,200,000 1,300,000 1,100,000 1,100,000 550,000 510,000 470,000 440,000 440,000 470,000 400,000 400,000 875 625 600 350 475 700 375 175 500 375 350 200 275 400 225 100 120 120 120 120 120 120 120 120 265 265 265 265 265 265 265 265 725 600 450 275 300 625 475 300 1,100,000 1,100,000 1,000,000 900,000 900,000 900,000 900,000 800,000 400,000 400,000 370,000 330,000 330,000 330,000 330,000 290,000 1,200 1,000 825 475 650 925 525 250 650 550 450 250 350 500 275 125 160 160 160 160 160 160 160 160 615 615 615 615 615 615 615 615 1,200 1,050 900 525 575 1,100 925 600 1,400,000 1,400,000 1,300,000 1,200,000 1,200,000 1,200,000 1,100,000 1,000,000 510,000 510,000 470,000 440,000 440,000 440,000 400,000 370,000 WCLIB ALASKA HEMLOCK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WWPA ALASKA SPRUCE Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WWPA ALASKA YELLOW CEDAR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB WWPA ASPEN Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NELMA NSLB WWPA BALDCYPRESS Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide AMERICAN FOREST & PAPER ASSOCIATION 4 SPIB REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data (All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) 2005 REFERENCE DESIGN VALUES 32 Table 4A (Cont.) Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3 only to be used with the 2005 NDS® and Wood Structural Design Data (All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification 250 BEECH-BIRCH-HICKORY Select Structural No.1 No.2 No.3 Stud Construction Standard Utility Bending Fb Tension parallel to grain Ft 2" & wider 2" & wider 2" - 4" wide Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 1,450 1,050 1,000 575 775 1,150 650 300 850 600 600 350 450 675 375 175 195 195 195 195 195 195 195 195 715 715 715 715 715 715 715 715 1,200 950 750 425 475 1,000 775 500 1,700,000 1,600,000 1,500,000 1,300,000 1,300,000 1,400,000 1,300,000 1,200,000 620,000 580,000 550,000 470,000 470,000 510,000 470,000 440,000 875 625 625 350 475 700 400 175 525 375 350 200 275 400 225 100 125 125 125 125 125 125 125 125 320 320 320 320 320 320 320 320 775 625 475 275 300 650 500 325 1,200,000 1,200,000 1,100,000 1,000,000 1,000,000 1,000,000 900,000 900,000 440,000 440,000 400,000 370,000 370,000 370,000 330,000 330,000 1,500 1,200 1,000 900 525 700 1,000 575 275 1,000 800 675 575 325 450 650 375 175 180 180 180 180 180 180 180 180 180 625 625 625 625 625 625 625 625 625 1,700 1,550 1,500 1,350 775 850 1,650 1,400 900 1,900,000 1,800,000 1,700,000 1,600,000 1,400,000 1,400,000 1,500,000 1,400,000 1,300,000 690,000 660,000 620,000 580,000 510,000 510,000 550,000 510,000 470,000 1,350 1,150 850 475 650 950 525 250 825 750 500 300 400 575 325 150 180 180 180 180 180 180 180 180 625 625 625 625 625 625 625 625 1,900 1,800 1,400 825 900 1,800 1,450 950 1,900,000 1,800,000 1,600,000 1,400,000 1,400,000 1,500,000 1,400,000 1,300,000 690,000 660,000 580,000 510,000 510,000 550,000 510,000 470,000 1,350 925 850 500 675 975 550 250 900 600 525 300 425 600 350 150 180 180 180 180 180 180 180 180 520 520 520 520 520 520 520 520 1,600 1,450 1,350 775 850 1,650 1,400 900 1,400,000 1,300,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000 510,000 470,000 440,000 400,000 400,000 440,000 400,000 370,000 1,250 775 575 350 450 675 375 175 575 350 275 150 200 300 175 75 140 140 140 140 140 140 140 140 335 335 335 335 335 335 335 335 1,200 1,000 825 475 525 1,050 850 550 1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000 440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000 NELMA COTTONWOOD Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NSLB DOUGLAS FIR-LARCH Select Structural No.1 & Btr No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB WWPA DOUGLAS FIR-LARCH (NORTH) Select Structural No.1 & Btr No.1/No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NLGA DOUGLAS FIR-SOUTH Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WWPA EASTERN HEMLOCK-BALSAM FIR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide AMERICAN WOOD COUNCIL NELMA NSLB 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4A (Cont.) 33 Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3 USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification EASTERN HEMLOCK-TAMARACK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide Bending Fb Tension parallel to grain Ft 250 Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 1,250 775 575 350 450 675 375 175 575 350 275 150 200 300 175 75 170 170 170 170 170 170 170 170 555 555 555 555 555 555 555 555 1,200 1,000 825 475 525 1,050 850 550 1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000 440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000 NELMA NSLB 1,250 775 575 350 450 675 375 175 575 350 275 150 200 300 175 75 140 140 140 140 140 140 140 140 335 335 335 335 335 335 335 335 1,200 1,000 825 475 525 1,050 850 550 1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000 440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000 NELMA NSLB 1,250 775 575 350 450 675 375 175 575 350 275 150 200 300 175 75 135 135 135 135 135 135 135 135 350 350 350 350 350 350 350 350 1,200 1,000 825 475 525 1,050 850 550 1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000 440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000 NELMA NSLB 1,400 1,100 975 850 500 675 975 550 250 925 725 625 525 300 400 600 325 150 150 150 150 150 150 150 150 150 150 405 405 405 405 405 405 405 405 405 1,500 1,350 1,350 1,300 725 800 1,550 1,300 850 1,600,000 1,500,000 1,500,000 1,300,000 1,200,000 1,200,000 1,300,000 1,200,000 1,100,000 580,000 550,000 550,000 470,000 440,000 440,000 470,000 440,000 400,000 1,300 1,200 1,000 575 775 1,150 650 300 775 725 575 325 450 650 350 175 145 145 145 145 145 145 145 145 405 405 405 405 405 405 405 405 1,700 1,550 1,450 850 925 1,750 1,500 975 1,700,000 1,700,000 1,600,000 1,400,000 1,400,000 1,500,000 1,400,000 1,300,000 620,000 620,000 580,000 510,000 510,000 550,000 510,000 470,000 1,000 725 700 400 550 800 450 225 600 425 425 250 325 475 275 125 195 195 195 195 195 195 195 195 620 620 620 620 620 620 620 620 875 700 550 325 350 725 575 375 1,300,000 1,200,000 1,100,000 1,000,000 1,000,000 1,100,000 1,000,000 900,000 470,000 440,000 400,000 370,000 370,000 400,000 370,000 330,000 EASTERN SOFTWOODS Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide EASTERN WHITE PINE Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide HEM-FIR Select Structural No.1 & Btr No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB WWPA HEM-FIR (NORTH) Select Structural No.1 & Btr No.1/No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NLGA MIXED MAPLE Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide AMERICAN FOREST & PAPER ASSOCIATION 4 NELMA REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data (All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) 2005 REFERENCE DESIGN VALUES 34 Table 4A (Cont.) Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3 only to be used with the 2005 NDS® and Wood Structural Design Data (All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification 250 MIXED OAK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility Bending Fb Tension parallel to grain Ft 2" & wider 2" & wider 2" - 4" wide Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 1,150 825 800 475 625 925 525 250 675 500 475 275 375 550 300 150 170 170 170 170 170 170 170 170 800 800 800 800 800 800 800 800 1,000 825 625 375 400 850 650 425 1,100,000 1,000,000 900,000 800,000 800,000 900,000 800,000 800,000 400,000 370,000 330,000 290,000 290,000 330,000 290,000 290,000 1,400 1,000 975 550 750 1,100 625 300 800 575 575 325 450 650 350 175 220 220 220 220 220 220 220 220 885 885 885 885 885 885 885 885 1,150 925 725 425 450 975 750 500 1,400,000 1,400,000 1,300,000 1,200,000 1,200,000 1,200,000 1,100,000 1,000,000 510,000 510,000 470,000 440,000 440,000 440,000 400,000 370,000 1,000 600 350 475 700 400 175 450 275 150 225 300 175 75 110 110 110 110 110 110 110 350 350 350 350 350 350 350 1,100 850 500 550 1,050 875 575 1,100,000 1,100,000 1,000,000 1,000,000 1,000,000 900,000 900,000 400,000 400,000 370,000 370,000 370,000 330,000 330,000 775 575 550 325 425 625 350 175 450 325 325 175 250 375 200 100 120 120 120 120 120 120 120 120 370 370 370 370 370 370 370 370 750 600 475 275 300 625 475 325 800,000 700,000 700,000 600,000 600,000 700,000 600,000 600,000 290,000 260,000 260,000 220,000 220,000 260,000 220,000 220,000 1,300 925 900 525 700 1,050 575 275 750 550 525 300 425 600 325 150 210 210 210 210 210 210 210 210 615 615 615 615 615 615 615 615 1,100 900 700 400 450 925 725 475 1,700,000 1,600,000 1,500,000 1,300,000 1,300,000 1,400,000 1,300,000 1,200,000 620,000 580,000 550,000 470,000 470,000 510,000 470,000 440,000 1,150 825 800 475 625 925 525 250 675 500 475 275 375 550 300 150 170 170 170 170 170 170 170 170 820 820 820 820 820 820 820 820 1,000 825 625 375 400 850 650 425 1,400,000 1,300,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000 510,000 470,000 440,000 400,000 400,000 440,000 400,000 370,000 NELMA NORTHERN RED OAK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NELMA NORTHERN SPECIES Select Structural No.1/No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NLGA NORTHERN WHITE CEDAR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NELMA RED MAPLE Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NELMA RED OAK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide AMERICAN WOOD COUNCIL NELMA 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4A (Cont.) 35 Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3 USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification 250 REDWOOD Clear Structural Select Structural Select Structural, open grain No.1 No.1, open grain No.2 No.2, open grain No.3 No.3, open grain Stud Construction Standard Utility Bending Fb Tension parallel to grain Ft 2" & wider 2" & wider 2" - 4" wide Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 1,750 1,350 1,100 975 775 925 725 525 425 575 825 450 225 1,000 800 625 575 450 525 425 300 250 325 475 275 125 160 160 160 160 160 160 160 160 160 160 160 160 160 650 650 425 650 425 650 425 650 425 425 425 425 425 1,850 1,500 1,100 1,200 900 950 700 550 400 450 925 725 475 1,400,000 1,400,000 1,100,000 1,300,000 1,100,000 1,200,000 1,000,000 1,100,000 900,000 900,000 900,000 900,000 800,000 510,000 510,000 400,000 470,000 400,000 440,000 370,000 400,000 330,000 330,000 330,000 330,000 290,000 RIS 1,250 875 500 675 1,000 550 275 700 450 250 350 500 275 125 135 135 135 135 135 135 135 425 425 425 425 425 425 425 1,400 1,150 650 725 1,400 1,150 750 1,500,000 1,400,000 1,200,000 1,200,000 1,300,000 1,200,000 1,100,000 550,000 510,000 440,000 440,000 470,000 440,000 400,000 NLGA 1,300 875 775 450 600 875 500 225 575 400 350 200 275 400 225 100 135 135 135 135 135 135 135 135 335 335 335 335 335 335 335 335 1,200 1,050 1,000 575 625 1,200 1,000 675 1,300,000 1,200,000 1,100,000 1,000,000 1,000,000 1,000,000 900,000 900,000 470,000 440,000 400,000 370,000 370,000 370,000 330,000 330,000 NELMA NSLB WCLIB WWPA 1,000 725 700 400 550 800 450 225 600 425 425 250 325 475 275 125 155 155 155 155 155 155 155 155 425 425 425 425 425 425 425 425 1,000 825 650 375 400 850 650 425 1,100,000 1,000,000 1,000,000 900,000 900,000 900,000 800,000 800,000 400,000 370,000 370,000 330,000 330,000 330,000 290,000 290,000 WCLIB WWPA 900 675 675 375 525 775 425 200 400 300 300 175 225 350 200 100 135 135 135 135 135 135 135 135 335 335 335 335 335 335 335 335 1,050 950 900 525 575 1,100 925 600 1,200,000 1,100,000 1,000,000 900,000 900,000 1,000,000 900,000 800,000 440,000 400,000 370,000 330,000 330,000 370,000 330,000 290,000 WCLIB WWPA SPRUCE-PINE-FIR Select Structural No.1/No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide SPRUCE-PINE-FIR (SOUTH) Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WESTERN CEDARS Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WESTERN WOODS Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide AMERICAN FOREST & PAPER ASSOCIATION 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data (All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) 2005 REFERENCE DESIGN VALUES 36 Table 4A (Cont.) Reference Design Values for Visually Graded Dimension Lumber (2" - 4" thick)1,2,3 only to be used with the 2005 NDS® and Wood Structural Design Data (All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification 250 WHITE OAK Select Structural No.1 No.2 No.3 Stud Construction Standard Utility Bending Fb Tension parallel to grain Ft 2" & wider 2" & wider 2" - 4" wide Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 1,200 875 850 475 650 950 525 250 700 500 500 275 375 550 325 150 220 220 220 220 220 220 220 220 800 800 800 800 800 800 800 800 1,100 900 700 400 450 925 725 475 1,100,000 1,000,000 900,000 800,000 800,000 900,000 800,000 800,000 400,000 370,000 330,000 290,000 290,000 330,000 290,000 290,000 1,000 725 700 400 550 800 450 200 575 425 400 225 325 475 250 125 145 145 145 145 145 145 145 145 420 420 420 420 420 420 420 420 900 725 575 325 350 750 575 375 1,500,000 1,400,000 1,300,000 1,200,000 1,200,000 1,300,000 1,100,000 1,100,000 550,000 510,000 470,000 440,000 440,000 470,000 400,000 400,000 NELMA YELLOW POPLAR Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide NSLB 1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. STRESS-RATED BOARDS. Stress-rated boards of nominal 1", 1-¼" and 1-½" thickness, 2" and wider, of most species, are permitted to use the design values shown for Select Structural, No.1 & Btr, No.1, No.2, No.3, Stud, Construction, Standard, Utility, and Clear Structural grades as shown in the 2" to 4" thick categories herein, when graded in accordance with the stress-rated board provisions in the applicable grading rules. Information on stress-rated board grades applicable to the various species is available from the respective grading rules agencies. Information on additional design values may also be available from the respective grading rules agencies. 3. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. AMERICAN WOOD COUNCIL 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 37 Table 4B Adjustment Factors Appropriate size adjustment factors have already been incorporated in the tabulated design values for most thicknesses of Southern Pine and Mixed Southern Pine dimension lumber. For dimension lumber 4" thick, 8" and wider (all grades except Dense Structural 86, Dense Structural 72, and Dense Structural 65), tabulated bending design values, Fb, shall be permitted to be multiplied by the size factor, CF = 1.1. For dimension lumber wider than 12" (all grades except Dense Structural 86, Dense Structural 72, and Dense Structural 65), tabulated bending, tension and compression parallel to grain design values for 12" wide lumber shall be multiplied by the size factor, CF = 0.9. When the depth, d, of Dense Structural 86, Dense Structural 72, or Dense Structural 65 dimension lumber exceeds 12", the tabulated bending design value, Fb, shall be multiplied by the following size factor: Flat Use Factor, Cfu Bending design values adjusted by size factors are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors: Flat Use Factors, Cfu Thickness (breadth) Width (depth) 2" & 3" 4" 1.0 1.1 1.1 1.15 1.15 1.2 — 1.0 1.05 1.05 1.05 1.1 2" & 3" 4" 5" 6" 8" 10" & wider Wet Service Factor, CM CF = (12/d) 1/9 Repetitive Member Factor, Cr Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number and are joined by floor, roof, or other load distributing elements adequate to support the design load. When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table (for surfaced dry Dense Structural 86, Dense Structural 72, and Dense Structural 65 use tabulated surfaced green design values for wet service conditions without further adjustment): Wet Service Factors, CM Fb 0.85* Ft 1.0 Fv 0.97 * when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc) ≤ 750 psi, CM = 1.0 AMERICAN FOREST & PAPER ASSOCIATION Fc⊥ 0.67 Fc E and Emin 0.8** 0.9 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data Size Factor, CF 2005 REFERENCE DESIGN VALUES 38 Table 4B Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick)1,2,3,4,5 only to be used with the 2005 NDS® and Wood Structural Design Data (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4B ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification 250 SOUTHERN PINE Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Construction Standard Utility Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Dense Select Structural Select Structural Non-Dense Select Structural No.1 Dense No.1 No.1 Non-Dense No.2 Dense No.2 No.2 Non-Dense No.3 and Stud Bending Fb Tension parallel to grain Ft 2" - 4" wide 4" wide 5" - 6" wide 8" wide 10" wide 12" wide Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin 1,000,000 3,050 2,850 2,650 2,000 1,850 1,700 1,700 1,500 1,350 850 1,650 1,600 1,350 1,100 1,050 900 875 825 775 475 175 175 175 175 175 175 175 175 175 175 660 565 480 660 565 480 660 565 480 565 2,250 2,100 1,950 2,000 1,850 1,700 1,850 1,650 1,600 975 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 1,100 625 300 625 350 175 175 175 175 565 565 565 1,800 1,500 975 1,500,000 1,300,000 1,300,000 550,000 470,000 470,000 2,700 2,550 2,350 1,750 1,650 1,500 1,450 1,250 1,150 750 1,500 1,400 1,200 950 900 800 775 725 675 425 175 175 175 175 175 175 175 175 175 175 660 565 480 660 565 480 660 565 480 565 2,150 2,000 1,850 1,900 1,750 1,600 1,750 1,600 1,500 925 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 2,450 2,300 2,100 1,650 1,500 1,350 1,400 1,200 1,100 700 1,350 1,300 1,100 875 825 725 675 650 600 400 175 175 175 175 175 175 175 175 175 175 660 565 480 660 565 480 660 565 480 565 2,050 1,900 1,750 1,800 1,650 1,550 1,700 1,550 1,450 875 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 2,150 2,050 1,850 1,450 1,300 1,200 1,200 1,050 950 600 1,200 1,100 950 775 725 650 625 575 550 325 175 175 175 175 175 175 175 175 175 175 660 565 480 660 565 480 660 565 480 565 2,000 1,850 1,750 1,750 1,600 1,500 1,650 1,500 1,400 850 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 2,050 1,900 1,750 1,350 1,250 1,150 1,150 975 900 575 1,100 1,050 900 725 675 600 575 550 525 325 175 175 175 175 175 175 175 175 175 175 660 565 480 660 565 480 660 565 480 565 1,950 1,800 1,700 1,700 1,600 1,500 1,600 1,450 1,350 825 1,900,000 1,800,000 1,700,000 1,800,000 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,400,000 690,000 660,000 620,000 660,000 620,000 580,000 620,000 580,000 510,000 510,000 AMERICAN WOOD COUNCIL Grading Rules Agency SPIB 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4B (Cont.) 39 Reference Design Values for Visually Graded Southern Pine Dimension Lumber (2" - 4" thick)1,2,3,4,5 USE WITH TABLE 4B ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Fb SOUTHERN PINE Dense Structural 86 Dense Structural 72 Dense Structural 65 Tension parallel to grain Ft Compression perpendicular to grain Fc⊥ Compression parallel to grain Fc Modulus of Elasticity E Emin Grading Rules Agency (Surfaced Dry - Used in dry service conditions - 19% or less moisture content) 2" & wider 2,600 2,200 2,000 1,750 1,450 1,300 660,000 660,000 660,000 SPIB 2,100 1,750 1,600 1,400 1,200 1,050 165 165 165 440 440 440 1,300 1,100 1,000 1,600,000 1,600,000 1,600,000 580,000 580,000 580,000 SPIB 2,050 1,450 1,300 750 1,200 875 775 450 175 175 175 175 565 565 565 565 1,800 1,650 1,650 950 1,600,000 1,500,000 1,400,000 1,200,000 580,000 550,000 510,000 440,000 1,000 550 275 600 325 150 175 175 175 565 565 565 1,700 1,450 950 1,300,000 1,200,000 1,100,000 470,000 440,000 400,000 1,850 1,300 1,150 675 1,100 750 675 400 175 175 175 175 565 565 565 565 1,700 1,550 1,550 875 1,600,000 1,500,000 1,400,000 1,200,000 580,000 550,000 510,000 440,000 1,750 1,200 1,050 625 1,000 700 625 375 175 175 175 175 565 565 565 565 1,600 1,450 1,450 850 1,600,000 1,500,000 1,400,000 1,200,000 580,000 550,000 510,000 440,000 1,500 1,050 925 525 875 600 550 325 175 175 175 175 565 565 565 565 1,600 1,450 1,450 825 1,600,000 1,500,000 1,400,000 1,200,000 580,000 550,000 510,000 440,000 1,400 975 875 500 825 575 525 300 175 175 175 175 565 565 565 565 1,550 1,400 1,400 800 1,600,000 1,500,000 1,400,000 1,200,000 580,000 550,000 510,000 440,000 SOUTHERN PINE Dense Structural 86 Dense Structural 72 Dense Structural 65 Shear parallel to grain Fv 175 175 175 660 660 660 2,000 1,650 1,500 1,800,000 1,800,000 1,800,000 (Surfaced Green - Used in any service condition) 2-1/2" & wider 2-1/2"-4" thick MIXED SOUTHERN PINE Select Structural No.1 No.2 No.3 and Stud Construction Standard Utility Select Structural No.1 No.2 No.3 and Stud Select Structural No.1 No.2 No.3 and Stud Select Structural No.1 No.2 No.3 and Stud Select Structural No.1 No.2 No.3 and Stud 2" - 4" wide 4" wide 5" - 6" wide 8" wide 10" wide 12" wide SPIB 1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. STRESS-RATED BOARDS. Information for various grades of Southern Pine stress-rated boards of nominal 1", 1-¼", and 1-½" thickness, 2" and wider is available from the Southern Pine Inspection Bureau (SPIB) in the Standard Grading Rules for Southern Pine Lumber. 3. SPRUCE PINE. To obtain recommended design values for Spruce Pine graded to SPIB rules, multiply the appropriate design values for Mixed Southern Pine by the corresponding conversion factor shown below and round to the nearest 100,000 psi for E; to the nearest 10,000 psi for Emin; to the next lower multiple of 5 psi for Fv and Fc⊥; to the next lower multiple of 50 psi for Fb, Ft, and Fc if 1,000 psi or greater, 25 psi otherwise. CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Bending to grain to grain to grain to grain Elasticity Fb Ft Fv Fc⊥ Fc E and Emin ⊥ Conversion Factor 0.78 0.78 0.98 0.73 0.78 0.82 4. SIZE FACTOR. For sizes wider than 12", use size factors for Fb, Ft, and Fc specified for the 12" width. Use 100% of the Fv, Fc⊥, E, and Emin specified for the 12" width. 5. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. AMERICAN FOREST & PAPER ASSOCIATION 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) 2005 REFERENCE DESIGN VALUES 40 Table 4C Adjustment Factors only to be used with the 2005 NDS® and Wood Structural Design Data Flat Use Factor, Cfu Bending design values adjusted by size factors are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors: Flat Use Factors, Cfu Width (depth) Thickness (breadth) 2" & 3" 4" 5" 6" 8" 10" & wider 1.0 1.1 1.1 1.15 1.15 1.2 2" Repetitive Member Factor, Cr Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number and are joined by floor, roof, or other load distributing elements adequate to support the design load. Wet Service Factor, CM When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM Fb 0.85* Ft 1.0 Fv 0.97 * when Fb ≤ 1,150 psi, CM = 1.0 ** when Fc ≤ 750 psi, CM = 1.0 AMERICAN WOOD COUNCIL Fc⊥ 0.67 Fc 0.8** E and Emin 0.9 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4C 41 Reference Design Values for Mechanically Graded Dimension Lumber1,2,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Fb Tension parallel to grain Ft 900 1,200 1,250 1,350 1,400 1,450 1,450 1,500 1,600 1,650 1,650 1,650 1,650 1,650 1,700 1,750 1,800 1,800 1,800 1,950 1,950 2,000 2,100 2,250 2,250 2,250 2,250 2,250 2,400 2,400 2,500 2,500 2,550 2,700 2,700 2,850 3,000 350 600 800 750 800 800 875 900 950 1,020 1,020 1,075 1,175 1,020 1,175 1,125 1,300 1,175 1,200 1,375 1,375 1,300 1,575 1,750 1,750 1,750 1,600 1,750 1,925 1,925 1,750 1,925 2,050 1,800 2,150 2,300 2,400 Compression parallel to grain Fc Modulus of Elasticity E Emin Grading Rules Agency MACHINE STRESS RATED (MSR) LUMBER 900f-1.0E 1200f-1.2E 1250f-1.4E 1350f-1.3E 1400f-1.2E 1450f-1.3E 1450f-1.5E 1500f-1.4E 1600f-1.4E 1650f-1.3E 1650f-1.5E 1650f-1.6E-1075ft 1650f-1.6E 1650f-1.8E 1700f-1.6E 1750f-2.0E 1800f-1.5E 1800f-1.6E 1800f-1.8E 1950f-1.5E 1950f-1.7E 2000f-1.6E 2100f-1.8E 2250f-1.7E 2250f-1.8E 2250f-1.9E 2250f-2.0E-1600ft 2250f-2.0E 2400f-1.8E 2400f-2.0E 2500f-2.2E 2500f-2.2E-1925ft 2550f-2.1E 2700f-2.0E 2700f-2.2E 2850f-2.3E 3000f-2.4E 2" and less in thickness 2" and wider 1,050 1,400 1,475 1,600 1,600 1,625 1,625 1,650 1,675 1,700 1,700 1,700 1,700 1,750 1,725 1,725 1,750 1,750 1,750 1,800 1,800 1,825 1,875 1,925 1,925 1,925 1,925 1,925 1,975 1,975 2,000 2,000 2,025 2,100 2,100 2,150 2,200 1,000,000 1,200,000 1,400,000 1,300,000 1,200,000 1,300,000 1,500,000 1,400,000 1,400,000 1,300,000 1,500,000 1,600,000 1,600,000 1,800,000 1,600,000 2,000,000 1,500,000 1,600,000 1,800,000 1,500,000 1,700,000 1,600,000 1,800,000 1,700,000 1,800,000 1,900,000 2,000,000 2,000,000 1,800,000 2,000,000 2,200,000 2,200,000 2,100,000 2,000,000 2,200,000 2,300,000 2,400,000 510,000 610,000 710,000 660,000 610,000 660,000 760,000 710,000 710,000 660,000 760,000 810,000 810,000 910,000 810,000 1,020,000 760,000 810,000 910,000 760,000 860,000 810,000 910,000 860,000 910,000 970,000 1,020,000 1,020,000 910,000 1,020,000 1,120,000 1,120,000 1,070,000 1,020,000 1,120,000 1,170,000 1,220,000 AMERICAN FOREST & PAPER ASSOCIATION WCLIB, WWPA, NELMA, NSLB NLGA, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA NLGA, WCLIB, WWPA, NELMA, NSLB NLGA, WWPA NLGA, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA NLGA, WCLIB, WWPA, NELMA, NSLB NLGA, WWPA NLGA, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA WCLIB, WWPA WCLIB, WWPA WCLIB, WWPA WCLIB, WWPA NLGA, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA SPIB, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA, WWPA NLGA, WCLIB, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA WCLIB, WWPA NLGA, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA WCLIB, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB WCLIB, WWPA NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA, SPIB, WCLIB, WWPA, NELMA, NSLB NLGA, SPIB 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4C ADJUSTMENT FACTORS 2005 REFERENCE DESIGN VALUES 42 Table 4C (Cont.) Reference Design Values for Mechanically Graded Dimension Lumber1,2,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4C ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Fb Tension parallel to grain Ft 900 1,100 1,200 1,300 1,400 1,400 1,550 1,600 1,600 1,800 1,800 1,800 1,950 2,000 2,000 2,000 2,300 2,350 2,400 2,700 2,750 2,800 3,000 2,200 1,550 2,050 2,850 500 600 650 700 800 800 850 850 950 1,000 1,100 1,300 1,300 1,200 1,300 1,600 1,400 1,500 1,900 1,800 2,000 1,800 2,000 1,600 850 1,050 1,600 Compression parallel to grain Fc Modulus of Elasticity E Grading Rules Agency Emin MACHINE EVALUATED LUMBER (MEL) M-5 M-6 M-7 M-8 M-9 M-10 M-11 M-12 M-13 M-14 M-15 M-16 M-17[4] M-18 M-19 M-20[4] M-21 M-22 M-23 M-24 M-25 M-26 M-27[4] M-28 M-29 M-30 M-31 2" and less in thickness 2" and wider 1,050 1,300 1,400 1,500 1,600 1,600 1,675 1,675 1,675 1,750 1,750 1,750 2,050 1,825 1,825 2,100 1,950 1,950 1,975 2,100 2,100 2,150 2,400 1,900 1,650 1,850 2,150 1,100,000 1,000,000 1,100,000 1,300,000 1,400,000 1,200,000 1,500,000 1,600,000 1,400,000 1,700,000 1,500,000 1,500,000 1,700,000 1,800,000 1,600,000 1,900,000 1,900,000 1,700,000 1,800,000 1,900,000 2,200,000 2,000,000 2,100,000 1,700,000 1,700,000 1,700,000 1,900,000 AMERICAN WOOD COUNCIL 510,000 470,000 510,000 610,000 650,000 560,000 700,000 750,000 650,000 790,000 700,000 700,000 790,000 840,000 750,000 890,000 890,000 790,000 840,000 890,000 1,030,000 930,000 980,000 790,000 790,000 790,000 890,000 SPIB SPIB SPIB SPIB SPIB NLGA, SPIB NLGA, SPIB NLGA, SPIB NLGA, SPIB NLGA, SPIB NLGA, SPIB SPIB SPIB NLGA, SPIB NLGA, SPIB SPIB NLGA, SPIB NLGA, SPIB NLGA, SPIB NLGA, SPIB NLGA, SPIB NLGA, SPIB SPIB SPIB SPIB SPIB SPIB 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 43 1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. SPECIFIC GRAVITY, G, SHEAR PARALLEL TO GRAIN, FV, AND COMPRESSION PERPENDICULAR TO GRAIN, Fc⊥. Values for specific gravity, G, shear parallel to grain, Fv, and compression perpendicular to grain, Fc⊥, are provided below for MSR and MEL lumber. For species or species groups not shown below, the G, Fv, and Fc⊥ values for visually graded lumber may be used. Higher G values may be claimed when (a) specifically assigned by the rules writing agency or (b) when qualified by test, quality controlled for G and provided for on the grade stamp. When a different G value is provided on the grade stamp, higher Fv and Fc⊥ design values may be calculated in accordance with the grading rule requirements. Design Values Species Douglas Fir-Larch Douglas Fir-Larch (N) Douglas Fir-South Modulus of Elasticity E (x106), psi Specific Gravity G Shear Parallel to Grain Fv, psi Compression Perpendicular to Grain Fc⊥⊥, psi 4 Grading Rules Agency 1.0 and higher 0.50 180 625 WCLIB, WWPA 2.0 2.1 2.2 2.3 2.4 0.51 0.52 0.53 0.54 0.55 180 180 180 185 185 670 690 715 735 760 WCLIB, WWPA 1.2 to 1.9 2.0 to 2.2 0.49 0.53 180 180 625 715 2.3 and higher 0.57 190 715 NLGA 1.0 and higher 0.46 180 520 WWPA NLGA Englemann Spruce- 1.0 and higher 0.38 135 335 WWPA Lodgepole Pine 1.5 and higher 0.46 160 555 WWPA 1.0 and higher 0.43 150 405 WCLIB, WWPA 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 0.44 0.45 0.46 0.47 0.48 0.49 0.50 0.51 0.52 155 160 160 165 170 170 175 190 190 510 535 555 580 600 625 645 670 690 Hem-Fir (N) 1.0 and higher 0.46 145 405 Southern Pine 1.0 and higher 0.55 175 565 SPIB 1.8 and higher 0.57 190 805 SPIB 1.2 and higher 0.42 135 425 NLGA Hem-Fir Spruce-Pine-Fir Spruce-Pine-Fir (South) WCLIB, WWPA NLGA 1.8 to 1.9 0.46 160 525 NLGA 2.0 and higher 0.50 170 615 NLGA 1.0 and higher 0.36 135 335 NELMA, NSLB, WCLIB, WWPA 1.2 to 1.9 0.42 150 465 NELMA, NSLB 1.2 to 1.7 1.8 to 1.9 0.42 0.46 150 160 465 555 WWPA 2.0 and higher 0.50 175 645 NELMA, NSLB, WWPA Western Cedars 1.0 and higher 0.36 155 425 WCLIB, WWPA Western Woods 1.0 and higher 0.36 135 335 WCLIB, WWPA 3. MODULUS OF ELASTICITY, E, AND TENSION PARALLEL TO GRAIN, Ft. For any given bending design value, Fb, the modulus of elasticity, E, and tension parallel to grain, Ft, design value may vary depending upon species, timber source, or other variables. The “E” and “Ft” values included in the “Fb-E” grade designations in Table 4C are those usually associated with each “Fb” level. Grade stamps may show higher or lower values if machine rating indicates the assignment is appropriate. Where the “E” or “Ft” values shown on a grade stamp differ from Table 4C values associated with the “Fb” on the grade stamp, the values on the stamp shall be used in design, and the “Fc” value associated with the “Fb” value in Table 4C shall be used. 4. COMPRESSION PARALLEL TO GRAIN, Fc. This grade requires “Fc” qualification and quality control. AMERICAN FOREST & PAPER ASSOCIATION REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data Table 4C Footnotes 2005 REFERENCE DESIGN VALUES 44 Table 4D Adjustment Factors only to be used with the 2005 NDS® and Wood Structural Design Data Size Factor, CF When the depth, d, of a beam, stringer, post, or timber exceeds 12", the tabulated bending design value, Fb, shall be multiplied by the following size factor: CF = (12/d)1/9 When beams and stringers are subjected to loads applied to the wide face, tabulated design values shall be multiplied by the following size factors: Size Factors, CF Grade Select Structural No.1 No.2 Fb E and Emin Other Properties 0.86 1.00 1.00 0.74 0.90 1.00 1.00 1.00 1.00 Wet Service Factor, CM When timbers are used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table (for Southern Pine and Mixed Southern Pine use tabulated design values without further adjustment): Wet Service Factors, CM Fb Ft Fv Fc⊥ Fc 1.00 1.00 1.00 0.67 0.91 AMERICAN WOOD COUNCIL E and Emin 1.00 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4D 45 Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) Design values in pounds per square inch (psi) Species and commercial grade Size classification ALASKA CEDAR Bending Fb Tension parallel to grain Ft 250 Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 Select Structural No.1 No.2 Beams and Stringers 1,400 1,150 750 675 475 300 155 155 155 525 525 525 925 775 500 1,200,000 1,200,000 1,000,000 440,000 440,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,300 1,050 625 700 575 350 155 155 155 525 525 525 975 850 600 1,200,000 1,200,000 1,000,000 440,000 440,000 370,000 5"x5" and Larger 1,150 1,000 625 750 675 425 200 200 175 615 615 615 1,050 925 600 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,350 1,100 725 900 750 350 125 125 125 305 305 305 950 800 500 1,400,000 1,400,000 1,100,000 510,000 510,000 400,000 Select Structural No.1 No.2 Posts and Timbers 1,250 1,000 575 825 675 375 125 125 125 305 305 305 1,000 875 400 1,400,000 1,400,000 1,100,000 510,000 510,000 400,000 Select Structural No.1 No.2 Beams and Stringers 1,650 1,400 900 975 700 450 180 180 180 715 715 715 975 825 525 1,500,000 1,500,000 1,200,000 550,000 550,000 440,000 Select Structural No.1 No.2 Posts and Timbers 1,550 1,250 725 1,050 850 475 180 180 180 715 715 715 1,050 900 425 1,500,000 1,500,000 1,200,000 550,000 550,000 440,000 Select Structural No.1 No.2 Beams and Stringers 1,150 950 625 675 475 325 115 115 115 455 455 455 775 650 425 1,500,000 1,500,000 1,200,000 550,000 550,000 440,000 Select Structural No.1 No .2 Posts and Timbers 1,100 875 525 725 575 350 115 115 115 455 455 455 825 725 500 1,500,000 1,500,000 1,200,000 550,000 550,000 440,000 1,900 1,600 1,550 1,350 875 1,100 950 775 675 425 170 170 170 170 170 730 625 730 625 625 1,300 1,100 1,100 925 600 1,700,000 1,600,000 1,700,000 1,600,000 1,300,000 620,000 580,000 620,000 580,000 470,000 1,750 1,500 1,400 1,200 750 1,150 1,000 950 825 475 170 170 170 170 170 730 625 730 625 625 1,350 1,150 1,200 1,000 700 1,700,000 1,600,000 1,700,000 1,600,000 1,300,000 620,000 580,000 620,000 580,000 470,000 1,900 1,600 1,550 1,350 1,000 875 1,100 950 775 675 500 425 170 170 170 170 170 170 730 625 730 625 730 625 1,300 1,100 1,100 925 700 600 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,300,000 620,000 580,000 620,000 580,000 510,000 470,000 1,750 1,500 1,400 1,200 850 750 1,150 1,000 950 825 550 475 170 170 170 170 170 170 730 625 730 625 730 625 1,350 1,150 1,200 1,000 825 700 1,700,000 1,600,000 1,700,000 1,600,000 1,400,000 1,300,000 620,000 580,000 620,000 580,000 510,000 470,000 4 WCLIB BALDCYPRESS Select Structural No.1 No.2 SPIB BALSAM FIR NELMA NSLB BEECH-BIRCH-HICKORY NELMA COAST SITKA SPRUCE NLGA DOUGLAS FIR-LARCH Dense Select Structural Select Structural Dense No.1 No.1 No.2 Dense Select Structural Select Structural Dense No.1 No.1 No.2 Dense Select Structural Select Structural Dense No.1 No.1 No.2 Dense No.2 Dense Select Structural Select Structural Dense No.1 No.1 No.2 Dense No.2 Beams and Stringers Posts and Timbers Beams and Stringers Posts and Timbers AMERICAN FOREST & PAPER ASSOCIATION WCLIB WWPA REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4D ADJUSTMENT FACTORS 2005 REFERENCE DESIGN VALUES 46 Table 4D (Cont.) Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4D ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification DOUGLAS FIR-LARCH (NORTH) Bending Fb Tension parallel to grain Ft 250 Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 Select Structural No.1 No.2 Beams and Stringers 1,600 1,300 875 950 675 425 170 170 170 625 625 625 1,100 925 600 1,600,000 1,600,000 1,300,000 580,000 580,000 470,000 Select Structural No.1 No.2 Posts and Timbers 1,500 1,200 725 1,000 825 475 170 170 170 625 625 625 1,150 1,000 700 1,600,000 1,600,000 1,300,000 580,000 580,000 470,000 Select Structural No.1 No.2 Beams and Stringers 1,550 1,300 825 900 625 425 165 165 165 520 520 520 1,000 850 550 1,200,000 1,200,000 1,000,000 440,000 440,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,450 1,150 675 950 775 450 165 165 165 520 520 520 1,050 925 650 1,200,000 1,200,000 1,000,000 440,000 440,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,350 1,150 750 925 775 375 155 155 155 550 550 550 950 800 550 1,200,000 1,200,000 900,000 440,000 440,000 330,000 Select Structural No.1 No.2 Posts and Timbers 1,250 1,050 600 850 700 400 155 155 155 550 500 550 1,000 875 400 1,200,000 1,200,000 900,000 440,000 440,000 330,000 NLGA DOUGLAS FIR-SOUTH WWPA EASTERN HEMLOCK NELMA NSLB EASTERN HEMLOCK-TAMARACK Select Structural No.1 No.2 Beams and Stringers 1,400 1,150 750 925 775 375 155 155 155 555 555 555 950 800 500 1,200,000 1,200,000 900,000 440,000 440,000 330,000 Select Structural No.1 No.2 Posts and Timbers 1,300 1,050 600 875 700 400 155 155 155 555 555 555 1,000 875 400 1,200,000 1,200,000 900,000 440,000 440,000 330,000 NELMA NSLB EASTERN HEMLOCK-TAMARACK (N) Select Structural No.1 No.2 Beams and Stringers 1,450 1,200 775 850 600 400 165 165 165 555 555 555 950 800 500 1,300,000 1,300,000 1,100,000 470,000 470,000 400,000 Select Structural No.1 No.2 Posts and Timbers 1,350 1,100 650 900 725 425 165 165 165 555 555 555 1,000 875 600 1,300,000 1,300,000 1,100,000 470,000 470,000 400,000 Select Structural No.1 No.2 Beams and Stringers 1,050 900 575 725 600 275 135 135 135 390 390 390 750 625 375 1,400,000 1,400,000 1,000,000 510,000 510,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,000 800 450 675 550 300 135 135 135 390 390 390 775 675 300 1,400,000 1,400,000 1,000,000 510,000 510,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,050 875 575 700 600 275 125 125 125 350 350 350 675 575 400 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Posts and Timbers 975 800 450 650 525 300 125 125 125 350 350 350 725 625 325 1,100,000 1,100,000 900,000 400,000 400,000 330,000 NLGA EASTERN SPRUCE NELMA NSLB EASTERN WHITE PINE AMERICAN WOOD COUNCIL NELMA NSLB 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4D (Cont.) 47 Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) Design values in pounds per square inch (psi) Species and commercial grade Size classification HEM-FIR Bending Fb Tension parallel to grain Ft 250 Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ 180 Compression parallel to grain Fc 520 Modulus of Elasticity E 900 Emin Grading Rules Agency 1,000,000 Select Structural No.1 No.2 Beams and Stringers 1,300 1,050 675 750 525 350 140 140 140 405 405 405 925 750 500 1,300,000 1,300,000 1,100,000 470,000 470,000 400,000 Select Structural No.1 No.2 Posts and Timbers 1,200 975 575 800 650 375 140 140 140 405 405 405 975 850 575 1,300,000 1,300,000 1,100,000 470,000 470,000 400,000 Select Structural No.1 No.2 Beams and Stringers 1,250 1,000 675 725 500 325 135 135 135 405 405 405 900 750 475 1,300,000 1,300,000 1,100,000 470,000 470,000 400,000 Select Structural No.1 No.2 Posts and Timbers 1,150 925 550 775 625 375 135 135 135 405 405 405 950 850 575 1,300,000 1,300,000 1,100,000 470,000 470,000 400,000 Select Structural No.1 No.2 Beams and Stringers 1,150 975 625 700 500 325 180 180 180 620 620 620 725 600 375 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Posts and Timbers 1,100 875 500 725 600 350 180 180 180 620 620 620 750 650 300 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Beams and Stringers 1,350 1,150 725 800 550 375 155 155 155 800 800 800 825 700 450 1,000,000 1,000,000 800,000 370,000 370,000 290,000 Select Structural No.1 No.2 Posts and Timbers 1,250 1,000 575 850 675 400 155 155 155 800 800 800 875 775 350 1,000,000 1,000,000 800,000 370,000 370,000 290,000 5"x5" and Larger 1,500 1,350 850 1,000 900 550 165 165 165 375 375 375 900 800 525 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,350 1,100 725 775 550 375 170 170 170 570 570 570 875 725 475 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Posts and Timbers 1,250 1,000 625 825 675 400 170 170 170 570 570 570 925 800 550 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Beams and Stringers 1,250 1,050 675 850 700 350 135 135 135 435 435 435 850 725 450 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,150 950 550 800 650 375 135 135 135 435 435 435 900 800 375 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,600 1,350 875 950 675 425 205 205 205 885 885 885 950 800 500 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,500 1,200 700 1,000 800 475 205 205 205 885 885 885 1,000 875 400 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 4 WCLIB WWPA HEM-FIR (NORTH) NLGA MIXED MAPLE NELMA MIXED OAK MIXED SOUTHERN PINE 2 Select Structural No.1 No.2 NELMA (Wet Service Conditions) SPIB MOUNTAIN HEMLOCK WCLIB WWPA NORTHERN PINE NELMA NSLB NORTHERN RED OAK AMERICAN FOREST & PAPER ASSOCIATION NELMA REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4D ADJUSTMENT FACTORS 2005 REFERENCE DESIGN VALUES 48 Table 4D (Cont.) Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4D ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Fb Tension parallel to grain Ft Shear parallel to grain Fv Compression perpendicular to grain Fc⊥ Compression parallel to grain Fc Modulus of Elasticity E Emin Grading Rules Agency NORTHERN WHITE CEDAR Select Structural No.1 No.2 Beams and Stringers 900 750 500 600 500 250 115 115 115 370 370 370 600 500 325 700,000 700,000 600,000 260,000 260,000 220,000 Select Structural No.1 No.2 Posts and Timbers 850 675 400 575 450 250 115 115 115 370 370 370 650 550 250 700,000 700,000 600,000 260,000 260,000 220,000 Select Structural No.1 No.2 Beams and Stringers 1,100 925 600 725 500 300 130 130 130 535 535 535 750 625 400 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Posts and Timbers 1,000 825 475 675 550 325 130 130 130 535 535 535 800 700 325 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Beams and Stringers 1,500 1,250 800 875 625 400 195 195 195 615 615 615 900 750 475 1,500,000 1,500,000 1,200,000 550,000 550,000 440,000 Select Structural No.1 No.2 Posts and Timbers 1,400 1,150 650 925 750 425 195 195 195 615 615 615 950 825 375 1,500,000 1,500,000 1,200,000 550,000 550,000 440,000 Select Structural No.1 No.2 Beams and Stringers 1,350 1,150 725 800 550 375 155 155 155 820 820 820 825 700 450 1,200,000 1,200,000 1,000,000 440,000 440,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,250 1,000 575 850 675 400 155 155 155 820 820 820 875 775 350 1,200,000 1,200,000 1,000,000 440,000 440,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,050 875 575 625 450 300 130 130 130 440 440 440 725 600 375 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Posts and Timbers 1,000 800 475 675 550 325 130 130 130 440 440 440 775 675 475 1,100,000 1,100,000 900,000 400,000 400,000 330,000 5" x 5" and Larger 1,850 1,400 1,100 1,200 950 1,000 750 1,250 950 750 800 650 525 400 145 145 145 145 145 145 145 650 650 420 650 420 650 420 1,650 1,200 900 1,050 800 900 650 1,300,000 1,300,000 1,000,000 1,300,000 1,000,000 1,100,000 900,000 470,000 470,000 370,000 470,000 370,000 400,000 330,000 NELMA PONDEROSA PINE NLGA RED MAPLE NELMA RED OAK NELMA RED PINE NLGA REDWOOD Clear Structural Select Structural Select Structural OG No.1 No.1 OG No.2 No.2 OG RIS SITKA SPRUCE Select Structural No.1 No.2 Beams and Stringers 1,200 1,000 650 675 500 325 140 140 140 435 435 435 825 675 450 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,150 925 550 750 600 350 140 140 140 435 435 435 875 750 525 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,200 1,000 650 675 500 325 140 140 140 435 435 435 825 675 450 1,300,000 1,300,000 1,100,000 470,000 470,000 400,000 Select Structural No.1 No.2 Posts and Timbers 1,150 925 550 750 600 350 140 140 140 435 435 435 875 750 525 1,300,000 1,300,000 1,100,000 470,000 470,000 400,000 AMERICAN WOOD COUNCIL WCLIB WWPA 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4D (Cont.) 49 Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) Design values in pounds per square inch (psi) Species and commercial grade Size classification SOUTHERN PINE Dense Select Structural Select Structural No.1 Dense No.1 No.2 Dense No.2 Dense Select Structural 86 Dense Select Structural 72 Dense Select Structural 65 Bending Fb Tension parallel to grain Ft 250 5" x 5" and Larger Shear parallel to grain Fv 150 Compression perpendicular to grain Fc⊥ Compression parallel to grain Fc 180(Wet Service 520Conditions) 900 Modulus of Elasticity E Emin Grading Rules Agency 1,000,000 1,750 1,500 1,550 1,350 975 850 2,100 1,750 1,600 1,200 1,000 1,050 900 650 550 1,400 1,200 1,050 165 165 165 165 165 165 165 165 165 440 375 440 375 440 375 440 440 440 1,100 950 975 825 625 525 1,300 1,100 1,000 1,600,000 1,500,000 1,600,000 1,500,000 1,300,000 1,200,000 1,600,000 1,600,000 1,600,000 580,000 550,000 580,000 550,000 470,000 440,000 580,000 580,000 580,000 4 SPIB SPRUCE-PINE-FIR Select Structural No.1 No.2 Beams and Stringers 1,100 900 600 650 450 300 125 125 125 425 425 425 775 625 425 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,050 850 500 700 550 325 125 125 125 425 425 425 800 700 500 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,050 900 575 625 450 300 125 125 125 335 335 335 675 550 375 1,200,000 1,200,000 1,000,000 440,000 440,000 370,000 Select Structural No.1 No.2 Posts and Timbers 1,000 800 475 675 550 325 125 125 125 335 335 335 700 625 425 1,200,000 1,200,000 1,000,000 440,000 440,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,150 975 625 675 475 325 140 140 140 425 425 425 875 725 475 1,000,000 1,000,000 800,000 370,000 370,000 290,000 Select Structural No.1 No.2 Posts and Timbers 1,100 875 550 725 600 350 140 140 140 425 425 425 925 800 550 1,000,000 1,000,000 800,000 370,000 370,000 290,000 NLGA SPRUCE-PINE-FIR (SOUTH) NELMA NSLB WWPA WCLIB WESTERN CEDARS WCLIB WWPA WESTERN CEDARS (NORTH) Select Structural No.1 No.2 Beams and Stringers 1,150 925 625 675 475 300 130 130 130 425 425 425 850 700 450 1,000,000 1,000,000 800,000 370,000 370,000 290,000 Select Structural No.1 No.2 Posts and Timbers 1,050 875 500 700 575 350 130 130 130 425 425 425 900 800 550 1,000,000 1,000,000 800,000 370,000 370,000 290,000 Select Structural No.1 No.2 Beams and Stringers 1,400 1,150 750 825 575 375 170 170 170 410 410 410 1,000 850 550 1,400,000 1,400,000 1,100,000 510,000 510,000 400,000 Select Structural No.1 No.2 Posts and Timbers 1,300 1,050 650 875 700 425 170 170 170 410 410 410 1,100 950 650 1,400,000 1,400,000 1,100,000 510,000 510,000 400,000 NLGA WESTERN HEMLOCK WCLIB WWPA WESTERN HEMLOCK (NORTH) Select Structural No.1 No.2 Beams and Stringers 1,400 1,150 750 825 575 375 135 135 135 410 410 410 1,000 850 550 1,400,000 1,400,000 1,100,000 510,000 510,000 400,000 Select Structural No.1 No.2 Posts and Timbers 1,300 1,050 650 875 700 425 135 135 135 410 410 410 1,100 950 650 1,400,000 1,400,000 1,100,000 510,000 510,000 400,000 AMERICAN FOREST & PAPER ASSOCIATION NLGA REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4D ADJUSTMENT FACTORS 2005 REFERENCE DESIGN VALUES 50 Table 4D (Cont.) Reference Design Values for Visually Graded Timbers (5" x 5" and larger)1,3 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4D ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Fb Tension parallel to grain Ft Shear parallel to grain Fv Compression perpendicular to grain Fc⊥ Compression parallel to grain Fc Modulus of Elasticity E Emin Grading Rules Agency WESTERN WHITE PINE Select Structural No.1 No.2 Beams and Stringers 1,050 850 550 600 425 275 120 120 120 375 375 375 775 625 400 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Posts and Timbers 975 775 450 650 525 300 120 120 120 375 375 375 800 700 500 1,300,000 1,300,000 1,000,000 470,000 470,000 370,000 Select Structural No.1 No.2 Beams and Stringers 1,050 900 575 625 450 300 125 125 125 345 345 345 750 625 425 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Posts and Timbers 1,000 800 475 675 525 325 125 125 125 345 345 345 800 700 475 1,100,000 1,100,000 900,000 400,000 400,000 330,000 Select Structural No.1 No.2 Beams and Stringers 1,400 1,200 750 825 575 375 205 205 205 800 800 800 900 775 475 1,000,000 1,000,000 800,000 370,000 370,000 290,000 Select Structural No.1 No.2 Posts and Timbers 1,300 1,050 600 875 700 400 205 205 205 800 800 800 950 825 400 1,000,000 1,000,000 800,000 370,000 370,000 290,000 NLGA WESTERN WOODS WCLIB WWPA WHITE OAK NELMA Footnotes to Table 4D 1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 5" and thicker lumber, the GREEN dressed sizes shall be permitted to be used (see Table 1A) because design values have been adjusted to compensate for any loss in size by shrinkage which may occur. 2. SPRUCE PINE. To obtain recommended design values for Spruce Pine graded to Southern Pine Inspection Bureau (SPIB) rules, multiply the appropriate design values for Mixed Southern Pine by the corresponding conversion factor shown below and round to the nearest 100,000 psi for E; to the nearest 10,000 psi for Emin; to the next lower multiple of 5 psi for Fv and Fc⊥; to the next lower multiple of 50 psi for Fb, Ft, and Fc if 1,000 psi or greater, 25 psi otherwise. CONVERSION FACTORS FOR DETERMINING DESIGN VALUES FOR SPRUCE PINE Conversion Factor Bending Fb Tension parallel to grain Ft Shear parallel to grain Fv Compression perpendicular to grain Fc⊥ ⊥ Compression parallel to grain Fc Modulus of Elasticity E and Emin 0.78 0.78 0.98 0.73 0.78 0.82 3. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. AMERICAN WOOD COUNCIL 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 51 Table 4E Adjustment Factors Bending design values for all species of decking except Redwood are based on 4" thick decking. When 2" thick or 3" thick decking is used, the bending design values, Fb, for all species except Redwood shall be multiplied by the following size factors: CF 2" 3" 1.10 1.04 Tabulated bending design values, Fb, for decking have already been adjusted for flatwise usage (load applied to wide face). Wet Service Factor, CM When decking is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table (for surfaced dry Southern Pine decking use tabulated surfaced green design values for wet service conditions without further adjustment): Size Factors, CF Thickness Flat Use Factor, Cfu Repetitive Member Factor, Cr Tabulated bending design values for repetitive member uses, (Fb)(Cr), for decking have already been multiplied by the repetitive member factor, Cr. Wet Service Factors, CM Fb Fc⊥ E and Emin 0.85* 0.67 0.9 * when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 AMERICAN FOREST & PAPER ASSOCIATION 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data Size Factor, CF 2005 REFERENCE DESIGN VALUES 52 Table 4E Reference Design Values for Visually Graded Decking1,2 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4E ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Bending Species and commercial grade Size classification Single Member Fb Repetitive Member (Fb)(Cr) Compression perpendicular to grain Fc⊥ Modulus of Elasticity E Emin Grading Rules Agency BALSAM FIR Select Commercial 2" - 4" thick 4" - 12" wide — — 1,650 1,400 — — 1,500,000 1,300,000 550,000 470,000 NELMA 2" - 4" thick 4" & wider 1,250 1,050 1,450 1,200 455 455 1,700,000 1,500,000 620,000 550,000 NLGA 2" - 4" thick 4" & wider 1,250 1,050 1,450 1,200 370 370 1,500,000 1,400,000 550,000 510,000 NLGA Select Dex Commercial Dex 2" - 4" thick 6" - 8" wide 1,750 1,450 2,000 1,650 625 625 1,800,000 1,700,000 660,000 620,000 WCLIB Selected Commercial 2" - 4" thick 4" & wider 1,750 1,450 2,000 1,650 625 625 1,800,000 1,700,000 660,000 620,000 WWPA 2" - 4" thick 4" & wider 1,750 1,450 2,000 1,650 625 625 1,800,000 1,700,000 660,000 620,000 NLGA 2" - 4" thick 4" & wider 1,650 1,400 1,900 1,600 520 520 1,400,000 1,300,000 510,000 470,000 WWPA — — 1,700 1,450 — — 1,300,000 1,100,000 470,000 400,000 NELMA 2" - 4" thick 4" & wider 1,500 1,250 1,700 1,450 555 555 1,300,000 1,100,000 470,000 400,000 NLGA 2" - 4" thick 4" - 12" wide — — 1,300 1,100 — — 1,500,000 1,400,000 550,000 510,000 NELMA 2" - 4" thick 4" - 12"wide — — 1,300 1,100 — — 1,200,000 1,100,000 440,000 400,000 NELMA 2" - 4" thick 4" & wider 900 775 1,050 875 350 350 1,200,000 1,100,000 440,000 400,000 NLGA Select Dex Commercial Dex 2" - 4" thick 6" - 8" wide 1,400 1,150 1,600 1,350 405 405 1,500,000 1,400,000 550,000 510,000 WCLIB Selected Commercial 2" - 4" thick 4" & wider 1,400 1,150 1,600 1,350 405 405 1,500,000 1,400,000 550,000 510,000 WWPA 2" - 4" thick 4" & wider 1,350 1,100 1,500 1,300 405 405 1,500,000 1,400,000 550,000 510,000 NLGA 2" - 4" thick 4" - 12" wide — — 1,550 1,300 — — 1,400,000 1,300,000 510,000 470,000 NELMA 2" - 4" thick 4" & wider 900 775 1,050 875 350 350 1,100,000 1,000,000 400,000 370,000 NLGA COAST SITKA SPRUCE Select Commercial COAST SPECIES Select Commercial DOUGLAS FIR-LARCH DOUGLAS FIR-LARCH (NORTH) Select Commercial DOUGLAS FIR-SOUTH Selected Commercial EASTERN HEMLOCK-TAMARACK Select Commercial 2" - 4" thick 4" - 12" wide EASTERN HEMLOCK-TAMARACK (NORTH) Select Commercial EASTERN SPRUCE Select Commercial EASTERN WHITE PINE Select Commercial EASTERN WHITE PINE (NORTH) Select Commercial HEM-FIR HEM-FIR (NORTH) Select Commercial NORTHERN PINE Select Commercial NORTHERN SPECIES Select Commercial AMERICAN WOOD COUNCIL 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4E (Cont.) 53 Reference Design Values for Visually Graded Decking1,2 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) Design values in pounds per square inch (psi) Bending Species and commercial grade Size classification Single Member Fb Repetitive Member (Fb)(Cr) Compression perpendicular to grain Fc⊥ Modulus of Elasticity E Grading Rules Agency Emin 4 NORTHERN WHITE CEDAR Select Commercial 2" - 4" thick 4" - 12" wide — — 1,100 950 — — 800,000 700,000 290,000 260,000 NELMA 2" - 4" thick 4" & wider 1,200 1,000 1,450 1,250 535 535 1,300,000 1,100,000 470,000 400,000 NLGA 2" - 4" thick 4" & wider 1,150 975 1,350 1,100 440 440 1,300,000 1,200,000 470,000 440,000 NLGA 2" thick 1,850 1,450 1,200 2,150 1,700 1,350 — — — 1,400,000 1,100,000 1,000,000 510,000 400,000 370,000 PONDEROSA PINE Select Commercial RED PINE Select Commercial REDWOOD Select, Close grain Select Commercial 6" & wider Deck Heart and 2" thick 4" wide 400 450 420 900,000 330,000 Deck Common 2" thick 6" wide 700 800 420 900,000 330,000 1,300 1,100 1,500 1,250 435 435 1,500,000 1,300,000 550,000 470,000 RIS SITKA SPRUCE Select Dex Commercial Dex 2" - 4" thick 6" - 8" wide SOUTHERN PINE Dense Standard Dense Select Select Dense Commercial Commercial WCLIB (Surfaced dry – Used in dry service conditions — 19% or less moisture content) 2,000 1,650 1,400 1,650 1,400 2,300 1,900 1,650 1,900 1,650 1,600 1,350 1,150 1,350 1,150 1,800 1,500 1,300 1,500 1,300 440 440 375 440 375 1,600,000 1,400,000 1,400,000 1,400,000 1,400,000 580,000 510,000 510,000 510,000 510,000 2" - 4" thick 4" & wider 1,200 1,000 1,400 1,150 425 425 1,500,000 1,300,000 550,000 470,000 NLGA 2" - 4" thick 4" & wider 1,150 950 1,350 1,100 335 335 1,400,000 1,200,000 510,000 440,000 NELMA WWPA Select Dex Commercial Dex 2" - 4" thick 6" - 8" wide 1,250 1,050 1,450 1,200 425 425 1,100,000 1,000,000 400,000 370,000 WCLIB Selected Commercial 2" - 4" thick 4" & wider 1,250 1,050 1,450 1,200 425 425 1,100,000 1,000,000 400,000 370,000 WWPA 2" - 4" thick 4" & wider 1,200 1,050 1,400 1,200 425 425 1,100,000 1,000,000 400,000 370,000 NLGA 2" - 4" thick 6" & wider 1,500 1,300 1,750 1,450 410 410 1,600,000 1,400,000 580,000 510,000 WCLIB 2" - 4" thick 2" & wider SOUTHERN PINE Dense Standard Dense Select Select Dense Commercial Commercial 660 660 565 660 565 1,800,000 1,600,000 1,600,000 1,600,000 1,600,000 660,000 580,000 580,000 580,000 580,000 SPIB (Surfaced Green – Used in any service condition) 2-1/2" - 4" thick 2" & wider SPIB SPRUCE-PINE-FIR Select Commercial SPRUCE-PINE-FIR (SOUTH) Selected Commercial WESTERN CEDARS WESTERN CEDARS (NORTH) Select Commercial WESTERN HEMLOCK Select Dex Commercial Dex AMERICAN FOREST & PAPER ASSOCIATION REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4E ADJUSTMENT FACTORS 2005 REFERENCE DESIGN VALUES 54 Table 4E (Cont.) Reference Design Values for Visually Graded Decking1,2 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDS 4.3 for a comprehensive description of design value adjustment factors.) only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4E ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Bending Species and commercial grade Size classification Single Member Fb Repetitive Member (Fb)(Cr) Compression perpendicular to grain Fc⊥ Modulus of Elasticity E Emin Grading Rules Agency WESTERN HEMLOCK (NORTH) Select Commercial 2" - 4" thick 4" & wider 1,500 1,300 1,750 1,450 410 410 1,600,000 1,400,000 580,000 510,000 NLGA 2" - 4" thick 4" & wider 1,100 925 1,300 1,050 375 375 1,400,000 1,300,000 510,000 470,000 NLGA 2" - 4" thick 4" & wider 1,150 950 1,300 1,100 335 335 1,200,000 1,100,000 440,000 400,000 WWPA WESTERN WHITE PINE Select Commercial WESTERN WOODS Selected Commercial 1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. AMERICAN WOOD COUNCIL 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 55 Table 4F Adjustment Factors Bending design values, Fb, for dimension lumber 2" to 4" thick shall be multiplied by the repetitive member factor, Cr = 1.15, when such members are used as joists, truss chords, rafters, studs, planks, decking, or similar members which are in contact or spaced not more than 24" on center, are not less than 3 in number, and are joined by floor, roof, or other load distributing elements adequate to support the design load. Flat Use Factor, Cfu Bending design values adjusted by size factors are based on edgewise use (load applied to narrow face). When dimension lumber is used flatwise (load applied to wide face), the bending design value, Fb, shall also be multiplied by the following flat use factors: Flat Use Factors, Cfu Wet Service Factor, CM When dimension lumber is used where moisture content will exceed 19% for an extended time period, design values shall be multiplied by the appropriate wet service factors from the following table: Thickness (breadth) Width (depth) 2" & 3" 4" 2" & 3" 4" 5" 6" 8" 10" & wider 1.0 1.1 1.1 1.15 1.15 1.2 — 1.0 1.05 1.05 1.05 1.1 Wet Service Factors, CM Fb Ft Fv Fc⊥ Fc E and Emin 0.85* 1.0 0.97 0.67 0.8** 0.9 NOTE * when (Fb)(CF) ≤ 1,150 psi, CM = 1.0 ** when (Fc)(CF) ≤ 750 psi, CM = 1.0 To facilitate the use of Table 4F, shading has been employed to distinguish design values based on a 4" nominal width (Construction, Standard, and Utility grades) or a 6" nominal width (Stud grade) from design values based on a 12" nominal width (Select Structural, No.1 & Btr, No.1, No.2, and No.3 grades). Size Factor, CF Tabulated bending, tension, and compression parallel to grain design values for dimension lumber 2" to 4" thick shall be multiplied by the following size factors: Size Factors, CF Fb Ft Fc Thickness (breadth) Grades Select Structural, No.1 & Btr, No.1, No.2, No.3 Stud Construction, Standard Utility Width (depth) 2", 3", & 4" 5" 6" 8" 10" 12" 14" & wider 2", 3", & 4" 5" & 6" 8" & wider 2", 3", & 4" 4" 2" & 3" 2" & 3" 4" 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.3 1.2 1.3 1.2 1.1 1.2 1.1 1.0 1.1 1.0 0.9 1.0 0.9 1.1 1.1 1.1 1.0 1.0 1.0 Use No.3 Grade tabulated design values and size factors 1.0 1.0 1.0 1.0 0.4 1.0 — AMERICAN FOREST & PAPER ASSOCIATION 1.0 0.4 1.15 1.1 1.1 1.05 1.0 1.0 0.9 1.05 1.0 1.0 1.0 0.6 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data Repetitive Member Factor, Cr 2005 REFERENCE DESIGN VALUES 56 Table 4F Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3,4 (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4F ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification Tension parallel to grain Ft Shear parallel to grain Fv 1,500 1,000 925 525 725 1,050 575 275 675 450 400 225 325 475 250 125 175 175 175 175 175 175 175 175 260 260 260 260 260 260 260 260 1,250 1,100 1,050 625 675 1,300 1,100 725 1,700,000 1,600,000 1,500,000 1,300,000 1,300,000 1,400,000 1,300,000 1,200,000 620,000 580,000 550,000 470,000 470,000 510,000 470,000 440,000 1,900 1,400 1,350 775 800 1,000 575 275 850 625 600 350 350 450 250 125 195 195 195 195 195 195 195 195 440 440 440 440 440 440 440 440 1,400 1,250 1,250 700 700 1,250 1,100 700 1,800,000 1,700,000 1,600,000 1,400,000 1,400,000 1,500,000 1,300,000 1,300,000 660,000 620,000 580,000 510,000 510,000 550,000 470,000 470,000 975 650 600 350 475 675 375 175 425 300 275 150 200 300 175 75 135 135 135 135 135 135 135 135 325 325 325 325 325 325 325 325 1,100 950 850 475 525 1,050 875 575 1,300,000 1,100,000 1,000,000 900,000 900,000 900,000 800,000 800,000 470,000 400,000 370,000 330,000 330,000 330,000 290,000 290,000 1,200 800 700 400 550 800 450 200 550 375 300 175 250 350 200 100 150 150 150 150 150 150 150 150 430 430 430 430 430 430 430 430 1,200 1,050 925 525 575 1,150 950 625 1,500,000 1,400,000 1,200,000 1,100,000 1,100,000 1,100,000 1,000,000 1,000,000 550,000 510,000 440,000 400,000 400,000 400,000 370,000 370,000 1,350 825 625 375 575 725 400 200 600 375 275 175 250 325 175 75 125 125 125 125 125 125 125 125 220 220 220 220 220 220 220 220 1,200 1,000 875 500 600 1,100 900 600 1,500,000 1,400,000 1,200,000 1,100,000 1,100,000 1,100,000 1,000,000 1,000,000 550,000 510,000 440,000 400,000 400,000 400,000 370,000 370,000 1,200 825 725 425 575 825 475 225 550 375 325 200 250 375 200 100 170 170 170 170 170 170 170 170 355 355 355 355 355 355 355 355 1,200 1,050 950 550 600 1,200 975 650 1,600,000 1,400,000 1,200,000 1,100,000 1,100,000 1,100,000 1,000,000 900,000 580,000 510,000 440,000 400,000 400,000 400,000 370,000 330,000 Bending Fb Compression perpendicular to grain Fc⊥ Compression parallel to grain Fc Modulus of Elasticity E Emin Grading Rules Agency AUSTRIAN SPRUCE - Austria & The Czech Republic Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB DOUGLAS FIR/EUROPEAN LARCH Austria, The Czech Republic, & Bavaria2 Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB MONTANE PINE - South Africa Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB NORWAY SPRUCE - Estonia & Lithuania Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB NORWAY SPRUCE - Finland Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB NORWAY SPRUCE - Germany, NE France, & Switzerland Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide AMERICAN WOOD COUNCIL WCLIB 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT Table 4F (Cont.) 57 Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3,4 (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Fb Tension parallel to grain Ft Shear parallel to grain Fv Compression perpendicular to grain Fc⊥ Compression parallel to grain Fc Modulus of Elasticity E Emin Grading Rules Agency 4 NORWAY SPRUCE - Romania & the Ukraine Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide 1,250 850 725 425 575 850 475 225 575 375 325 200 250 375 200 100 100 100 100 100 100 100 100 100 275 275 275 275 275 275 275 275 1,200 1,050 950 550 600 1,200 1,000 650 1,500,000 1,400,000 1,200,000 1,100,000 1,100,000 1,100,000 1,000,000 1,000,000 550,000 510,000 440,000 400,000 400,000 400,000 370,000 370,000 1,250 825 675 400 550 775 425 200 550 375 300 175 250 350 200 100 170 170 170 170 170 170 170 170 285 285 285 285 285 285 285 285 1,200 1,050 925 525 575 1,150 950 625 1,600,000 1,400,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000 580,000 510,000 440,000 400,000 400,000 440,000 400,000 370,000 1,300 900 775 450 600 875 500 225 600 400 350 200 275 400 225 100 135 135 135 135 135 135 135 135 270 270 270 270 270 270 270 270 1,200 1,050 1,000 575 625 1,200 1,000 675 1,700,000 1,600,000 1,400,000 1,300,000 1,300,000 1,300,000 1,200,000 1,100,000 620,000 580,000 510,000 470,000 470,000 470,000 440,000 400,000 1,100 750 650 375 525 750 425 200 500 350 300 175 225 325 200 100 130 130 130 130 130 130 130 130 430 430 430 430 430 430 430 430 1,150 1,000 900 525 575 1,100 925 600 1,500,000 1,300,000 1,100,000 1,000,000 1,000,000 1,100,000 1,000,000 900,000 550,000 470,000 400,000 370,000 370,000 400,000 370,000 330,000 1,300 950 925 525 725 1,050 600 275 600 425 425 250 325 475 275 125 150 150 150 150 150 150 150 150 210 210 210 210 210 210 210 210 1,200 1,100 1,100 625 675 1,300 1,100 725 1,500,000 1,400,000 1,300,000 1,200,000 1,200,000 1,200,000 1,100,000 1,000,000 550,000 510,000 470,000 440,000 440,000 440,000 400,000 370,000 1,200 800 700 400 550 800 450 225 550 375 325 175 250 375 200 100 160 160 160 160 160 160 160 160 395 395 395 395 395 395 395 395 1,200 1,050 950 550 600 1,150 975 625 1,600,000 1,400,000 1,100,000 1,000,000 1,000,000 1,100,000 1,000,000 900,000 580,000 510,000 400,000 370,000 370,000 400,000 370,000 330,000 WCLIB NORWAY SPRUCE - Sweden Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB SCOTS PINE - Austria, The Czech Republic, Romania, & the Ukraine Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB SCOTS PINE - Estonia & Lithuania Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB SCOTS PINE - Finland Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB SCOTS PINE - Germany5 Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide AMERICAN FOREST & PAPER ASSOCIATION WCLIB REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4F ADJUSTMENT FACTORS 2005 REFERENCE DESIGN VALUES 58 Table 4F (Cont.) Reference Design Values for Non-North American Visually Graded Dimension Lumber (2" - 4" thick)1,3,4 (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) only to be used with the 2005 NDS® and Wood Structural Design Data USE WITH TABLE 4F ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Species and commercial grade Size classification Tension parallel to grain Ft Shear parallel to grain Fv 1,350 825 575 325 450 650 375 175 600 375 250 150 200 300 175 75 120 120 120 120 120 120 120 120 410 410 410 410 410 410 410 410 1,200 1,000 825 475 525 1,050 850 550 1,700,000 1,500,000 1,200,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000 620,000 550,000 440,000 400,000 400,000 440,000 400,000 370,000 950 725 725 425 575 825 475 225 425 325 325 200 250 375 200 100 125 125 125 125 125 125 125 125 400 400 400 400 400 400 400 400 1,100 975 950 550 600 1,150 975 650 1,500,000 1,400,000 1,300,000 1,100,000 1,100,000 1,200,000 1,100,000 1,000,000 550,000 510,000 470,000 400,000 400,000 440,000 400,000 370,000 1,100 775 725 425 575 825 475 225 500 350 325 200 250 375 200 100 150 150 150 150 150 150 150 150 440 440 440 440 440 440 440 440 1,150 1,000 950 550 600 1,150 975 650 1,200,000 1,100,000 1,100,000 900,000 900,000 1,000,000 900,000 800,000 440,000 400,000 400,000 330,000 330,000 370,000 330,000 290,000 1,700 1,150 1,000 575 800 1,150 650 300 775 525 450 250 350 525 300 125 210 210 210 210 210 210 210 210 710 710 710 710 710 710 710 710 1,250 1,150 1,100 650 700 1,350 1,150 750 1,500,000 1,500,000 1,500,000 1,400,000 1,400,000 1,400,000 1,300,000 1,200,000 550,000 550,000 550,000 510,000 510,000 510,000 470,000 440,000 Bending Fb Compression perpendicular to grain Fc⊥ Compression parallel to grain Fc Modulus of Elasticity E Emin Grading Rules Agency SCOTS PINE - Sweden Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB SILVER FIR (Abies alba) - Germany, NE France, & Switzerland Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide WCLIB SOUTHERN PINE - Misiones Argentina Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide SPIB SOUTHERN PINE - Misiones Argentina, Free of Heart Center and Medium Grain Density Select Structural No.1 No.2 No.3 Stud Construction Standard Utility 2" & wider 2" & wider 2" - 4" wide SPIB 1. LUMBER DIMENSIONS. Tabulated design values are applicable to lumber that will be used under dry conditions such as in most covered structures. For 2" to 4" thick lumber the DRY dressed sizes shall be used (see Table 1A) regardless of the moisture content at the time of manufacture or use. In calculating design values, the natural gain in strength and stiffness that occurs as lumber dries has been taken into consideration as well as the reduction in size that occurs when unseasoned lumber shrinks. The gain in the load carrying capacity due to increased strength and stiffness resulting from drying more than offsets the design effect of size reductions due to shrinkage. 2. Design values are applicable only for 2x4 dimensional lumber and shall not be multiplied by the size factor adjustment. 3. Specific Gravity, G, values for Non-North American Species are provided below in lieu of providing G values in NDS Table 11.3.2A Species or Species Combination Specific Gravity Species or Species Combination Specific Gravity Austrian Spruce - Austria & The Czech Republic 0.43 Scots Pine - Austria, The Czech Republic, Romania, & the Ukraine 0.50 Douglas Fir/European Larch - Austria, 0.48 Scots Pine - Estonia & Lithuania 0.45 The Czech Republic, & Bavaria Scots Pine - Finland 0.48 Montane Pine - South Africa 0.45 Scots Pine - Germany* 0.53 Norway Spruce - Estonia & Lithuania 0.43 Scots Pine - Sweden 0.47 Norway Spruce - Finland 0.42 Silver Fir (Abies alba) - Germany, NE France, & Switzerland 0.43 Norway Spruce - Germany, NE France, & Switzerland 0.42 Southern Pine - Misiones Argentina, Free of Heart Center 0.54 Norway Spruce - Romania & the Ukraine 0.38 and Medium Grain Density Norway Spruce - Sweden 0.42 Southern Pine - Misiones Argentina 0.45 * See footnote 5. 4. When individual species or species groups are combined, the design values to be used for the combination shall be the lowest design values for each individual species or species group for each design property. 5. Does not include states of Baden-Wurttemburg and Saarland. AMERICAN WOOD COUNCIL 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 59 Table 5A Adjustment Factors Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural glued laminated bending members shall be multiplied by the following volume factor: Wet Service Factor, CM When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: CV = (21/L)1/x (12/d)1/x (5.125/b)1/x ≤ 1.0 Wet Service Factors, CM where: L = length of bending member between points of Fb Ft Fv Fc⊥ 0.8 0.8 0.875 0.53 Fc E and Emin 0.73 4 0.833 zero moment, ft d = depth of bending member, in. b = width (breadth) of bending member, in. For multiple piece width, b = width of widest piece in the layup. Thus b ≤ 10.75". x = 20 for Southern Pine x = 10 for all other species The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply. Flat Use Factor, Cfu Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12": Flat Use Factors, Cfu Member dimension parallel to wide faces of laminations Cfu 10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2" 1.01 1.04 1.07 1.10 1.16 1.19 AMERICAN FOREST & PAPER ASSOCIATION REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data Volume Factor, CV (7) (7)(8) 3000 2800 2600 (1) (2) 2400 2300 1950 1450 1450 1100 (psi) 925 Fbx- 740 740 650 650 500 425 (psi) 315 Fc⊥x (3) (3) (6) (6) 300 300 265 265 210 210 (psi) 195 Fvx (4) Shear Parallel to Grain (Horizontal) 2.1 2.1 (9) (9) 1.9 1.8 1.7 1.5 1.09 1.09 (9) (9) 0.98 0.93 0.88 0.78 Ex min (106 psi) 0.67 Ex Modulus of Elasticity for Beam and Column Stability (106 psi) 1.3 Modulus of Elasticity 1750 1600 1600 1450 1050 800 (psi) 800 Fby Extreme Fiber in Bending 650 650 560 560 315 315 (psi) 315 Fc⊥y Compression Perpendicular to Grain (3) (3) 260 260 230 230 185 185 (psi) 170 Fvy (4)(5) Shear Parallel to Grain (Horizontal) 1.7 1.7 1.6 1.6 1.3 1.2 (106 psi) 1.1 Ey Modulus of Elasticity 0.88 0.88 0.83 0.83 0.67 0.62 (106 psi) 0.57 Ey min Modulus of Elasticity for Beam and Column Stability 1250 1250 1150 1100 775 725 (psi) 675 Ft Tension Parallel to Grain 1750 1750 1600 1600 1000 925 (psi) 925 Fc Compression Parallel to Grain Axially Loaded 1.7 1.7 1.7 1.7 1.4 1.3 (106 psi) 1.2 Eaxial Modulus of Elasticity (10) (10) 0.55 0.55 0.50 0.50 0.42 0.42 0.42 G Specific Gravity for Fastener Design Fasteners AMERICAN WOOD COUNCIL Design values in this table represent design values for groups of similar structural glued laminated timber combinations. Higher design values for some properties may be obtained by specifying a particular combination listed in Table 5A Expanded. Design values are for members with 4 or more laminations. For 2 and 3 lamination members, see Table 5B. Some stress classes are not available in all species. Contact structural glued laminated timber manufacturer for availability. 1. For balanced layups, Fbx- shall be equal to Fbx+ for the stress class. Designer shall specify when balanced layup is required. 2. Negative bending stress, Fbx-, is permitted to be increased to 1,850 psi for Douglas Fir and to 1,950 psi for Southern Pine for specific combinations. Designer shall specify when these increased stresses are required. 3. For structural glued laminated timber of Southern Pine, the basic shear design values, Fvx and Fvy, are permitted to be increased to 300 psi and 260 psi, respectively. 4. The design value for shear, Fvx and Fvy, shall be decreased by multiplying by a factor of 0.72 for non-prismatic members, notched members, and for all members subject to impact or cyclic loading. The reduced design value shall be used for design of members at connections that transfer shear by mechanical fasteners (NDS 3.4.3.3). The reduced design value shall also be used for determination of design values for radial tension (NDS 5.2.2). 5. Design values are for timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For timbers manufactured from multiple piece laminations (across width) that are not edge bonded, value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members. This reduction shall be cumulative with the adjustment in footnote (4). 6. Certain Southern Pine combinations may contain lumber with wane. If lumber with wane is used, the design value for shear parallel to grain, Fvx, shall be multiplied by 0.67 if wane is allowed on both sides. If wane is limited to one side, Fvx shall be multiplied by 0.83. This reduction shall be cumulative with the adjustment in footnote (4). 7. 26F, 28F, and 30F beams are not produced by all manufacturers, therefore, availability may be limited. Contact supplier or manufacturer for details. 8. 30F combinations are restricted to a maximum 6" nominal width. 9. For 28F and 30F members with more than 15 laminations, Ex = 2.0 million psi and Ex min = 1.04 million psi. 10. For structural glued laminated timber of Southern Pine, specific gravity for fastener design is permitted to be increased to 0.55. 30F-2.1E SP 28F-2.1E SP 26F-1.9E 2400 24F-1.8E 2000 (psi) 1600 Fbx+ 2400 (7) Compression Zone Stressed in Tension Compression Perpendicular to Grain Loaded Parallel to Wide Faces of Laminations (Positive Bending) (Negative Bending) Tension Zone Stressed in Tension Extreme Fiber in Bending Bending About Y-Y Axis Bending About X-X Axis Loaded Perpendicular to Wide Faces of Laminations Use with Table 5A Adjustment Factors (Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Softwood Timber 24F-1.7E 20F-1.5E 16F-1.3E Stress Class Table 5A only to be used with the 2005 NDS® and Wood Structural Design Data 60 2005 REFERENCE DESIGN VALUES AMERICAN FOREST & PAPER ASSOCIATION Outer/Core Symbol SP/SP SP/SP SP/SP SP/SP SP/SP 16F-V2 16F-V3 16F-V5 16F-E1 16F-E3 SP/SP SP/SP SP/SP SP/SP SP/SP 20F-V2 20F-V3 20F-V5 20F-E1 20F-E3 SP/SP SP/SP SP/SP (5) 24F-V1 24F-V4 24F-V5 DF/HF DF/HF HF/HF HF/HF 24F-V5 24F-V10 24F-E11 24F-E15 24F-1.7E DF/DF DF/DF HF/HF AC/AC AC/AC HF/HF DF/DF DF/DF HF/HF 20F-V3 20F-V7 20F-V9 20F-V12 20F-V13 20F-E2 20F-E3 20F-E6 20F-E7 20F-1.5E DF/DF HF/HF DF/DF DF/DF HF/HF 16F-V6 16F-E2 16F-E3 16F-E6 16F-E7 16F-1.3E Species Combination 2,400 2,400 2,400 2,400 2,400 2,400 2,400 2,400 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 2,000 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,600 1,450 2,400 1,750 1,450 1,600 2,400 2,400 1,600 1,550 1,450 2,000 1,250 2,000 1,100 1,450 2,000 2,000 1,400 2,000 1,400 1,200 2,000 2,000 1,350 1,450 1,600 1,250 1,600 925 1,600 1,050 1,200 1,600 1,600 (psi) (psi) Tension Fbx- (2) Compression Zone Stressed in Fbx+ Tension Tension Zone Stressed in Extreme Fiber in Bending 740 740 740 650 650 500 500 740 650 740 650 650 650 650 500 560 560 500 560 560 500 650 740 650 650 650 560 375 560 560 375 500 425 650 740 650 650 650 500 500 650 650 740 650 650 560 650 500 560 560 500 560 560 500 650 740 650 650 650 210 300 300 210 215 215 215 215 300 300 300 300 300 210 265 265 215 265 265 215 265 265 215 300 300 300 300 300 195 265 215 215 265 215 (psi) (psi) 315 Fvx (3) Shear Parallel to Grain (Horizontal) Fc⊥x 560 375 560 560 375 Compression Perpendicular to Grain Tension Compression Face Face 1.7 1.7 1.7 1.7 1.7 1.8 1.8 1.8 1.5 1.5 1.6 1.7 1.7 1.5 1.6 1.6 1.5 1.5 1.5 1.6 1.7 1.7 1.6 1.4 1.4 1.4 1.6 1.6 1.3 1.5 1.3 1.6 1.6 1.4 0.88 0.88 0.88 0.88 0.88 0.93 0.93 0.93 0.78 0.78 0.83 0.88 0.88 0.78 0.83 0.83 0.78 0.78 0.78 0.83 0.88 0.88 0.83 0.73 0.73 0.73 0.83 0.83 0.67 0.78 0.67 0.83 0.83 0.73 (10 psi) 6 (10 psi) Ex min 6 Modulus of Elasticity for Beam and Column Stability Ex Modulus of Elasticity 1,050 1,750 1,450 1,050 1,200 1,450 1,550 1,200 1,450 1,750 1,450 1,750 1,900 800 1,450 1,450 1,350 1,250 1,250 1,200 1,450 1,550 1,450 1,450 1,450 1,750 1,750 1,750 800 1,450 1,200 1,450 1,550 1,450 (psi) Fby Extreme Fiber in Bending 470 650 650 315 375 375 375 375 650 650 650 650 650 315 560 560 375 470 470 375 560 560 375 650 650 650 650 650 315 560 375 560 560 375 (psi) Fc⊥y 185 260 260 185 190 190 190 190 260 260 260 260 260 185 230 230 190 230 230 190 230 230 190 260 260 260 260 260 170 230 190 190 230 190 (psi) Fvy (4) 1.3 1.5 1.5 1.3 1.5 1.5 1.5 1.5 1.4 1.4 1.4 1.5 1.5 1.2 1.5 1.6 1.4 1.4 1.4 1.4 1.6 1.6 1.4 1.4 1.4 1.4 1.5 1.5 1.1 1.5 1.3 1.5 1.5 1.4 (106 psi) Ey Compression Shear Parallel Modulus Perpendicular to Grain of to Grain (Horizontal) Elasticity Bending About Y-Y Axis (Loaded Parallel to Wide Faces of Laminations) Bending About X-X Axis (Loaded Perpendicular to Wide Faces of Laminations) Use with Table 5A Adjustment Factors 0.67 0.78 0.78 0.67 0.78 0.78 0.78 0.78 0.73 0.73 0.73 0.78 0.78 0.62 0.78 0.83 0.73 0.73 0.73 0.73 0.83 0.83 0.73 0.73 0.73 0.73 0.78 0.78 0.57 0.78 0.67 0.78 0.78 0.73 875 1,150 1,100 775 1,150 1,100 1,150 975 975 1,050 1,050 1,050 1,150 725 975 1,000 975 900 925 925 1,000 1,100 1,050 975 925 1,000 1,050 1,100 675 900 825 925 975 1,000 Ft (psi) Ey min (106 psi) E axial (106 psi) 1.2 1.6 1.4 1.6 1.6 1.5 1.5 1.4 1.5 1.6 1.6 1.3 1.6 1.6 1.5 1.4 1.5 1.5 1.7 1.7 1.5 1.5 1.5 1.5 1.6 1.6 1.4 1.6 1.6 1.6 1.6 1.6 1.5 1.6 Fc 925 1,550 1,200 1,600 1,600 1,450 1,350 1,400 1,500 1,550 1,600 925 1,550 1,600 1,400 1,500 1,550 1,350 1,600 1,650 1,450 1,350 1,400 1,500 1,550 1,650 1,000 1,450 1,550 1,550 1,500 1,550 1,000 1,650 Modulus of Elasticity (psi) Modulus Tension Compression of Parallel to Parallel to Elasticity Grain Grain for Beam and Column Stability Axially Loaded 0.55 0.55 0.55 0.5 0.5 0.43 0.43 0.55 0.55 0.55 0.55 0.55 0.5 0.5 0.43 0.46 0.46 0.43 0.5 0.5 0.43 0.55 0.55 0.55 0.55 0.55 0.5 0.43 0.5 0.5 0.43 G 0.42 0.42 0.43 0.55 0.55 0.43 0.43 0.43 0.43 0.55 0.55 0.55 0.55 0.55 0.5 0.5 0.43 0.46 0.46 0.43 0.5 0.5 0.43 0.55 0.55 0.55 0.55 0.55 0.5 0.43 0.5 0.5 0.43 Side Face 0.42 Top or Bottom Face Specific Gravity for Fastener Design Fasteners (Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions.) Table 5A Expanded is an expanded list of structural glued laminated timber combinations from AITC 117 and APA-EWS Y117 that meet the requirements of each stress class in the new structural glued laminated timber stress class system. Table 5A Expanded is provided to allow easy conversion from the old combination symbols system to the new stress class system. Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber Combinations1 REFERENCE DESIGN VALUES Table 5A only to be used with the 2005 NDS® and Wood Structural Design Data 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 61 4 Outer/Core AMERICAN WOOD COUNCIL SP/SP SP/SP 30F-E1 30F-E2 (6)(7) SP/SP 28F-E2 30F-2.1E SP/SP 28F-E1 (6) SP/SP SP/SP SP/SP SP/SP 26F-V1 26F-V2 26F-V3 26F-V4 28F-2.1E DF/DF DF/DF 26F-V1 26F-V2 (6) SP/SP SP/SP SP/SP 24F-V3 24F-E1 24F-E4 26F-1.9E DF/DF DF/DF DF/DF DF/DF DF/DF 24F-V4 24F-V8 24F-E4 24F-E13 24F-E18 3,000 3,000 3,000 2,800 2,800 2,800 2,600 2,600 2,600 2,600 2,600 2,600 2,600 2,400 2,400 2,400 3,000 2,400 2,400 2,800 2,300 2,300 1,950 2,100 2,100 2,600 1,950 2,600 1,950 1,950 1,450 2,400 1,450 1,850 2,400 1,450 2,400 2,400 (psi) (psi) 2,400 2,400 2,400 2,400 2,400 2,400 Fbx- Tension Compression Zone Stressed in Fbx+ Tension (2) Tension Zone Stressed in Extreme Fiber in Bending 740 740 740 740 740 740 740 740 650 650 740 740 740 650 650 650 650 650 740 740 650 740 740 740 740 740 740 740 740 650 650 740 650 740 300 300 300 300 300 300 300 300 300 300 265 265 265 300 300 300 265 265 265 265 265 265 (psi) 650 Fvx (3) (psi) Shear Parallel to Grain (Horizontal) Fc⊥x 650 650 650 650 650 Compression Perpendicular to Grain Tension Compression Face Face 2.1 2.1 2.1 2.1 2.1 2.1 (8) (8) (8) (8) (8) (8) 1.8 1.9 1.9 1.9 2.0 2.0 1.9 1.8 1.8 1.9 1.8 1.8 1.8 1.8 1.8 1.9 1.09 1.09 1.09 1.09 1.09 1.09 (8) (8) (8) (8) (8) (8) 0.93 0.98 0.98 0.98 1.04 1.04 0.98 0.93 0.93 0.98 0.93 0.93 0.93 0.93 0.93 0.98 (10 psi) 6 (10 psi) Ex min 6 Modulus of Elasticity for Beam and Column Stability Ex Modulus of Elasticity 1,750 1,750 1,750 2,000 1,600 1,600 1,900 2,200 2,100 2,100 1,750 1,750 1,600 1,750 1,750 2,200 1,450 1,450 1,450 1,450 1,750 1,550 (psi) Fby Extreme Fiber in Bending 650 650 650 650 650 650 650 740 650 650 560 560 560 650 650 650 560 560 560 560 560 560 (psi) Fc⊥y 260 260 260 260 260 260 260 260 260 260 230 230 230 260 260 260 230 230 230 230 230 230 (psi) Fvy (3)(4) 1.7 1.7 1.7 1.7 1.7 1.7 1.6 1.8 1.8 1.8 1.8 1.8 1.6 1.6 1.6 1.7 1.6 1.6 1.6 1.7 1.7 1.7 (106 psi) Ey Compression Shear Parallel Modulus Perpendicular to Grain of to Grain (Horizontal) Elasticity Bending About Y-Y Axis (Loaded Parallel to Wide Faces of Laminations) Bending About X-X Axis (Loaded Perpendicular to Wide Faces of Laminations) Use with Table 5A Adjustment Factors 0.88 0.88 0.88 0.88 0.88 0.88 0.83 0.93 0.93 0.93 0.93 0.93 0.83 0.83 0.83 0.88 0.83 0.83 0.83 0.88 0.88 0.88 (106 psi) Ey min 1,350 1,250 1,250 1,300 1,300 1,250 1,150 1,250 1,200 1,200 1,300 1,300 1,150 1,150 1,100 1,450 1,100 1,100 1,100 1,100 1,200 1,100 (psi) Ft 1,750 1,750 1,750 1,850 1,850 1,750 1,600 1,650 1,600 1,600 1,850 1,850 1,600 1,650 1,600 1,850 1,600 1,650 1,650 1,700 1,700 1,700 (psi) Fc Modulus Tension Compression of Parallel to Parallel to Elasticity Grain Grain for Beam and Column Stability 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.9 1.9 1.9 1.9 1.9 1.7 1.7 1.7 1.8 1.7 1.7 1.7 1.8 1.8 1.8 (106 psi) E axial Modulus of Elasticity Axially Loaded 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.5 0.5 0.55 0.55 0.55 0.5 0.5 0.5 0.5 0.5 0.5 0.5 G 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.5 0.5 0.55 0.55 0.55 0.5 0.5 0.5 0.5 0.5 Side Face 0.55 Top or Bottom Face Specific Gravity for Fastener Design Fasteners (Members stressed primarily in bending) (Tabulated design values are for normal load duration and dry service conditions.) Table 5A Expanded is an expanded list of structural glued laminated timber combinations from AITC 117 and APA-EWS Y117 that meet the requirements of each stress class in the new structural glued laminated timber stress class system. Table 5A Expanded is provided to allow easy conversion from the old combination symbols system to the new stress class system. Expanded - Reference Design Values for Structural Glued Laminated Softwood Timber Combinations1 Species 24F-1.8E Symbol Combination Table 5A (Cont.) only to be used with the 2005 NDS® and Wood Structural Design Data 62 2005 REFERENCE DESIGN VALUES 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 63 1. The combinations in this table are applicable to members consisting of 4 or more laminations and are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces of the laminations. However, design values are tabulated for loading both perpendicular and parallel to the wide faces of the laminations. For combinations and design values applicable to members loaded primarily axially or parallel to the wide faces of the laminations, see Table 5B. For members of 2 or 3 laminations, see Table 5B. 2. The tabulated design values in this column, for bending about the X-X axis (Fbx), require the use of special tension laminations. If these special tension laminations are omitted, value shall be multiplied by 0.75 for members greater than or equal to 15" in depth or by 0.85 for members less than 15" in depth. 3. The design value for shear, Fvx and Fvy, shall be decreased by multiplying by a factor of 0.72 for non-prismatic members, notched members, and for all members subject to impact or cyclic loading. The reduced design value shall be used for design of members at connections (NDS 3.4.3.3) that transfer shear by mechanical fasteners. The reduced design value shall also be used for detrmination of design values for radial tension (NDS 5.2.2). 4. Design values are for timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For timber manufactured from multiple piece laminations (across width) that are not edge-bonded, value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members. This reduction shall be cumulative with the adjustment in footnote (3). 5. This combination may contain lumber with wane. If lumber with wane is used, the design value for shear parallel to grain, Fvx, shall be multiplied by 0.67 if wane is allowed on both sides. If wane is limited to one side, Fvx shall be multiplied by 0.83. This reduction shall be cumulative with the adjustment in footnote (3). 6. 26F, 28F, and 30F beams are not produced by all manufacturers, therefore, availability may be limited. Contact supplier or manufacturer for details. 7. 30F combinations are restricted to a maximum 6" nominal width. 8. For 28F and 30F members with more than 15 laminations, Ex = 2.0 million psi and Ex min = 1.04 million psi. 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data Footnotes to Expanded Table 5A AMERICAN FOREST & PAPER ASSOCIATION 2005 REFERENCE DESIGN VALUES 64 T able 5B Adjustment Factors s only to be used with the 2005 NDS® and Wood Structural Design Data Volume Factor, CV Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural glued laminated bending members shall be multiplied by the following volume factor: Flat Use Factor, Cfu Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12": Flat Use Factors, Cfu CV = (21/L) 1/x 1/x (12/d) (5.125/b) 1/x ≤ 1.0 where: L = length of bending member between points of zero moment, ft d = depth of bending member, in. b = width (breadth) of bending member, in. For Member dimension parallel to wide faces of laminations 10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2" multiple piece width layups, b = width of widest piece in the layup. Thus b ≤ 10.75". x = 20 for Southern Pine x = 10 for all other species The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply. Wet Service Factor, CM When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM Fb Ft Fv Fc⊥ Fc E and Emin 0.8 0.8 0.875 0.53 0.73 0.833 AMERICAN WOOD COUNCIL Cfu 1.01 1.04 1.07 1.10 1.16 1.19 AMERICAN FOREST & PAPER ASSOCIATION Grade Modulus of Elasticity E (106 psi) DF DF DF DF DF HF HF HF HF SW AC AC AC AC L3 L2 L2D L1CL L1D L3 L2 L1 L1D L3 L3 L2 L1D L1S 27 28 29 30 31 32 62 63 33 34 35 36 37 38 39(6) 40(6) 41(6) 42(6) 43(6) 44(6) DF DF DF DF DF DF DF DF HF HF HF HF HF HF SW SW SW SW SW SW 1.9E2 2.1E2 2.3E2 1.9E6 2.1E6 2.3E6 2.2E2 2.2E6 1.6E2 1.9E2 2.1E2 1.6E4 1.9E6 2.1E6 1.6E2 1.9E2 2.1E2 1.6E4 1.9E6 2.1E6 E-Rated Western Species 1 2 3 4 5 14 15 16 17 22(6) 69 70 71 72 1.8 2.0 2.2 1.8 2.0 2.2 2.1 2.1 1.5 1.8 2.0 1.5 1.8 2.0 1.5 1.8 2.0 1.5 1.8 2.0 1.5 1.6 1.9 1.9 2.0 1.3 1.4 1.6 1.7 1.0 1.2 1.3 1.6 1.6 Visually Graded Western Species Identification Species Number 0.93 1.04 1.14 0.93 1.04 1.14 1.09 1.09 0.78 0.93 1.04 0.78 0.93 1.04 0.78 0.93 1.04 0.78 0.93 1.04 0.78 0.83 0.98 0.98 1.04 0.67 0.73 0.83 0.88 0.52 0.62 0.67 0.83 0.83 Modulus of Elasticity for Beam and Column Stability Emin (106 psi) 560 650 650 560 650 650 650 650 375 500 500 375 500 500 315 315 315 315 315 315 560 560 650 590 650 375 375 375 500 315 470 470 560 560 Compression Perpendicular to Grain Fc⊥ (psi) All Loading 900 1100 1250 1550 1800 1800 1150 1950 800 900 1100 1200 1550 1800 800 900 1100 1200 1550 1800 900 1250 1450 1400 1600 800 1050 1200 1400 525 725 975 1250 1250 2 or More Laminations Ft (psi) Tension Parallel to Grain 1750 2000 2250 2100 2400 2400 1850 2300 1050 1500 1550 1450 1950 2400 1200 1500 1750 1550 1950 2100 1550 1950 2300 2100 2400 1100 1350 1500 1750 850 1150 1450 1900 1900 4 or More Laminations Fc (psi) 1200 1400 1550 1700 1950 2200 1500 2000 950 1200 1400 1350 1700 1950 950 1200 1400 1350 1700 1950 1200 1600 1850 1900 2100 975 1300 1450 1700 675 1100 1450 1900 1900 2 or 3 Laminations Fc (psi) Compression Parallel to Grain Axially Loaded 1450 1650 1900 2400 2400 2400 1800 2400 1200 1450 1650 2100 2400 2400 1200 1450 1650 2100 2400 2400 1450 1800 2100 2200 2400 1200 1500 1750 2000 800 1100 1400 1850 1850 4 or More Laminations Fby (psi) 1250 1450 1650 2400 2400 2400 1550 2400 1050 1250 1450 1900 2400 2400 1050 1250 1450 1900 2400 2400 1250 1600 1850 2000 2100 1050 1350 1550 1850 700 975 1250 1650 1650 3 Laminations Fby (psi) 1000 1150 1350 2100 2400 2400 1250 2400 850 1000 1150 1700 2100 2400 850 1000 1150 1700 2100 2400 1000 1300 1550 1650 1800 850 1100 1300 1550 550 775 1000 1400 1400 2 Laminations Fby (psi) 230 230 230 230 230 230 230 230 190 190 190 190 190 190 170 170 170 170 170 170 230 230 230 230 230 190 190 190 190 170 230 230 230 230 Fvy (psi) Loaded Parallel to Wide Faces of Laminations Shear Parallel Bending to Grain(1)(2)(3) Bending about Y-Y Axis Use with Table 5B Adjustment Factors Fvx (psi) 265 265 265 265 265 215 215 215 215 195 265 265 265 265 265 265 265 265 265 265 265 265 215 215 215 215 215 215 195 195 195 195 195 195 2 Laminations to 15 in. Deep (5) Fbx (psi) 1250 1700 2000 1900 2200 1100 1450 1600 1900 725 1000 1350 1700 1900 1250 1500 1700 1800 2100 2400 1800 2200 1100 1300 1850 1400 1800 2100 1100 1250 1550 1400 1800 2100 Loaded Perpendicular to Wide Faces of Laminations Bending (4) Shear Parallel to Grain(3) Bending About X-X Axis (Members stressed primarily in axial tension or compression)1,2 (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Softwood Timber REFERENCE DESIGN VALUES Table 5B only to be used with the 2005 NDS® and Wood Structural Design Data 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 65 4 Modulus of Elasticity E (106 psi) AMERICAN WOOD COUNCIL 1:12 1:10 1:12 1:10 1:10 1:8 1:10 1:8 SP SP SP SP SP SP SP SP SP SP SP SP N2M14 N2M10 N2M N2D14 N2D10 N2D N1M16 N1M12 N1M N1D14 N1D12 N1D SP SP SP SP SP 2.1E2 2.3E2 1.9E6 2.1E6 2.3E6 2.0 2.2 1.8 2.0 2.2 1.4 1.4 1.4 1.7 1.7 1.7 1.7 1.7 1.7 1.9 1.9 1.9 1.04 1.14 0.93 1.04 1.14 0.73 0.73 0.73 0.88 0.88 0.88 0.88 0.88 0.88 0.98 0.98 0.98 740 740 650 740 740 650 650 650 740 740 740 650 650 650 740 740 740 Compression Perpendicular to Grain Fc⊥ (psi) 1100 1250 1550 1800 1800 1200 1150 1000 1400 1350 1150 1350 1300 1150 1550 1550 1350 2 or More Laminations Ft (psi) Tension Parallel to Grain 2300 2400 1850 2300 2400 1900 1700 1500 2200 2000 1750 2100 1900 1700 2300 2200 2000 4 or More Laminations Fc (psi) 1400 1550 1700 1950 2200 1150 1150 1150 1350 1350 1350 1450 1450 1450 1700 1700 1700 2 or 3 Laminations Fc (psi) Compression Parallel to Grain Axially Loaded 1650 1900 2400 2400 2400 1750 1750 1600 2000 2000 1850 1950 1950 1850 2300 2300 2100 4 or More Laminations Fby (psi) 1450 1650 2400 2400 2400 1550 1550 1550 1800 1800 1800 1750 1750 1750 2100 2100 2100 3 Laminations Fby (psi) 1150 1350 2100 2400 2400 1300 1300 1300 1500 1500 1500 1500 1500 1500 1750 1750 1750 2 Laminations Fby (psi) 260 260 260 260 260 260 260 260 260 260 260 260 260 260 260 260 260 Fvy (psi) Loaded Parallel to Wide Faces of Laminations Bending Shear Parallel to Grain(1)(2)(3) Bending about Y-Y Axis 1500 1700 1800 2100 2400 1400 1400 1350 1600 1600 1600 1800 1750 1550 2100 2100 1800 2 Laminations to 15 in. Deep (5) Fbx (psi) 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 Fvx (psi) Loaded Perpendicular to Wide Faces of Laminations Bending (4) Shear Parallel to Grain(3) Bending About X-X Axis 1. For members with 2 or 3 laminations, the shear design value for transverse loads parallel to the wide faces of the laminations, Fvy, shall be reduced by multiplying by a factor of 0.84 or 0.95, respectively. 2. The shear design value for transverse loads applied parallel to the wide faces of the laminations, Fvy, shall be multiplied by 0.4 for members with 5, 7, or 9 laminations manufactured from multiple piece laminations (across width) that are not edge bonded. The shear design value, Fvy, shall be multiplied by 0.5 for all other members manufactured from multiple piece laminations with unbonded edge joints. This reduction shall be cumulative with the adjustment in footnote (1) and (3). 3. The design value for shear, Fvx and Fvy, shall be decreased by multiplying by a factor of 0.72 for non-prismatic members, notched members, and for all members subject to impact or cyclic loading. The reduced design value shall be used for design of members at connections (NDS 3.4.3.3) that transfer shear by mechanical fasteners. The reduced design value shall also be used for determination of design values for radial tension (NDS 5.2.2). 4. Tabulated design values are for members without special tension laminations. If special tension laminations are used, the design value for bending, Fbx, shall be permitted to be increased by multiplying by 1.18. This factor shall not be applied cumulatively with the adjustment in footnote (5). 5. For members greater than 15" deep and without special tension laminations, the bending design value, Fbx, shall be reduced by multiplying by a factor of 0.88. This factor shall not be applied cumulatively with the adjustment in footnote (4). 6. When Western Cedars, Western Cedars (North), Western Woods, and Redwood (open grain) are used in combinations for Softwood Species (SW), the design value for E shall be reduced by 100,000 psi and Emin shall be reduced by 50,000 psi. When Coast Sitka Spruce, Coast Species, Western White Pine, and Eastern White Pine are used in combinations for Softwood Species (SW) tabulated design values for shear parallel to grain, Fvx and Fvy, shall be reduced by 10 psi, before applying any other adjustments. 54 55 56 57 58 E-Rated Southern Pine 47 47 47 48 48 48 49 49 49 50 50 50 Visually Graded Southern Pine Grade Modulus of Elasticity for Beam and Column Stability Emin (106 psi) All Loading Use with Table 5B Adjustment Factors (Members stressed primarily in axial tension or compression)1,2 (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Softwood Timber Identification Species Number Table 5B (Cont.) only to be used with the 2005 NDS® and Wood Structural Design Data 66 2005 REFERENCE DESIGN VALUES 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 67 Table 5C Adjustment Factors Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural glued laminated bending members shall be multiplied by the following volume factor: Flat Use Factor, Cfu Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12": Flat Use Factors, Cfu CV = (21/L) 1/x 1/x (12/d) (5.125/b) 1/x ≤ 1.0 where: L = length of bending member between points of zero moment, ft d = depth of bending member, in. b = width (breadth) of bending member, in. For Member dimension parallel to wide faces of laminations 10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2" multiple piece width layups, b = width of widest piece in the layup. Thus b ≤ 10.75". x = 20 for Southern Pine x = 10 for all other species The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply. Wet Service Factor, CM When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM Fb Ft Fv Fc⊥ Fc E and Emin 0.8 0.8 0.875 0.53 0.73 0.833 AMERICAN FOREST & PAPER ASSOCIATION Cfu 1.01 1.04 1.07 1.10 1.16 1.19 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data Volume Factor, CV AMERICAN WOOD COUNCIL 1,600 1,600 2,000 2,000 2,400 2,400 2,400 2,400 2,400 1,200 1,200 1,400 1,400 1,400 1,400 1,600 1,600 1,600 1,600 2,000 2,000 800 1,600 1,000 2,000 1,200 2,400 1,200 1,200 1,200 440 440 590 590 770 770 590 895 1,075 285 285 405 590 405 590 590 835 590 835 835 835 (psi) (psi) 600 1,200 700 700 1,400 1,400 800 800 1,600 1,600 1,000 2,000 Fc⊥x Fbx- 125 125 155 155 180 180 155 220 235 125 125 155 180 155 180 180 200 180 200 200 200 (psi) Fvx 6 6 1.4 1.4 1.6 1.6 1.8 1.8 1.8 1.8 1.8 1.2 1.2 1.3 1.3 1.3 1.3 1.4 1.5 1.4 1.6 1.7 1.7 0.73 0.73 0.83 0.83 0.93 0.93 0.93 0.93 0.93 0.62 0.62 0.67 0.67 0.67 0.67 0.73 0.78 0.73 0.83 0.88 0.88 (10 psi) (10 psi) Ex min 1,250 1,400 1,350 1,600 1,550 1,650 1,450 1,650 1,700 1,050 1,050 1,250 1,450 1,250 1,450 1,400 1,700 1,400 1,700 1,700 1,700 (psi) Fby 285 285 405 405 590 590 405 710 900 285 285 405 590 405 590 590 835 590 835 835 835 (psi) Fc⊥y 110 110 135 135 160 160 135 195 205 110 110 135 160 135 160 160 175 160 175 175 175 (psi) Fvy(2) Modulus Extreme Compression Shear of Fiber in Perpendicular Parallel Elasticity Bending to Grain to Grain for Beam (Horizontal) and Column Stability Ex Shear Modulus Parallel of to Grain Elasticity (Horizontal) 1.2 1.2 1.3 1.3 1.5 1.5 1.5 1.6 1.5 1.0 1.1 1.1 1.1 1.1 1.1 1.2 1.3 1.2 1.3 1.4 1.4 0.62 0.62 0.67 0.67 0.78 0.78 0.78 0.83 0.78 0.52 0.57 0.57 0.57 0.57 0.57 0.62 0.67 0.62 0.67 0.73 0.73 6 Ey min 825 900 950 1,050 1,050 1,050 975 1,050 1,100 600 625 700 750 725 775 800 875 850 900 975 1,000 (psi) Ft 975 1,000 1,050 1,100 1,400 1,400 1,200 1,350 1,450 800 860 950 1,200 950 1,200 1,200 1,250 1,200 1,300 1,400 1,400 (psi) Fc 1.2 1.2 1.3 1.3 1.5 1.5 1.5 1.6 1.5 1.0 1.1 1.1 1.1 1.1 1.1 1.2 1.3 1.2 1.3 1.4 1.4 (106 psi) E axial Modulus Tension Compression Modulus of Parallel to Parallel to of Elasticity Grain Grain Elasticity for Beam and Column Stability (10 psi) (10 psi) 6 Ey Modulus of Elasticity Axially Loaded 1. Design values in this table were excerpted from AITC 119-96 Standard Specifications for Structural Glued Laminated Timber of Hardwood Species. Design values are applicable to members with 4 or more laminations. For 2 and 3 lamination members see Table 5D. 2. Design values are for timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For timbers manufactured from multiple piece laminations (across width) that are not edge bonded, value shall be multiplied by 0.4 for members with 5, 7, or 9 laminations or by 0.5 for all other members. 3. Fastener values are for groups of hardwood species permitted in each combination. If actual species is known, values for that species are permitted to be used. 16F-E1 16F-E2 20F-E1 20F-E2 24F-E1 24F-E2 24F-E3 YP 24F-E4 RM 24F-E5 RO E-Rated Hardwoods 12F-V1 12F-V2 14F-V1 14F-V2 14F-V3 14F-V4 16F-V1 16F-V2 16F-V3 16F-V4 20F-V1 20F-V2 Compression Zone Stressed in Tension (Positive Bending) (Negative Bending) Tension Zone Stressed in Tension Compression Perpendicular to Grain Loaded Parallel to Wide Faces of Laminations Loaded Perpendicular to Wide Faces of Laminations Extreme Fiber in Bending Bending About Y-Y Axis Bending About X-X Axis Use with Table 5C Adjustment Factors 0.39 0.39 0.45 0.45 0.53 0.53 0.45 0.53 0.63 0.39 0.39 0.45 0.53 0.45 0.53 0.53 0.63 0.53 0.63 0.63 0.63 G Specific Gravity for Fastener Design (3) Fasteners (Members stressed primarily in bending)1 (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Hardwood Timber Combination Fbx+ Symbol (psi) Visually Graded Hardwoods Table 5C only to be used with the 2005 NDS® and Wood Structural Design Data 68 2005 REFERENCE DESIGN VALUES 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 69 Table 5D Adjustment Factors Tabulated bending design values for loading perpendicular to wide faces of laminations, Fbx, for structural glued laminated bending members shall be multiplied by the following volume factor: Flat Use Factor, Cfu Tabulated bending design values for loading parallel to wide faces of laminations, Fby, shall be multiplied by the following flat use factors when the member dimension parallel to wide faces of laminations is less than 12": Flat Use Factors, Cfu CV = (21/L) 1/x 1/x (12/d) (5.125/b) 1/x ≤ 1.0 where: L = length of bending member between points of zero moment, ft d = depth of bending member, in. b = width (breadth) of bending member, in. For Member dimension parallel to wide faces of laminations 10-3/4" or 10-1/2" 8-3/4" or 8-1/2" 6-3/4" 5-1/8" or 5" 3-1/8" or 3" 2-1/2" multiple piece width layups, b = width of widest piece in the layup. Thus b ≤ 10.75". x = 20 for Southern Pine x = 10 for all other species The volume factor shall not apply simultaneously with the beam stability factor (see 5.3.6). Therefore, the lesser of these adjustment factors shall apply. Wet Service Factor, CM When structural glued laminated timber is used where moisture content will be 16% or greater, design values shall be multiplied by the appropriate wet service factors from the following table: Wet Service Factors, CM Fb Ft Fv Fc⊥ Fc E and Emin 0.8 0.8 0.875 0.53 0.73 0.833 AMERICAN FOREST & PAPER ASSOCIATION Cfu 1.01 1.04 1.07 1.10 1.16 1.19 4 REFERENCE DESIGN VALUES only to be used with the 2005 NDS® and Wood Structural Design Data Volume Factor, CV Group Elasticity E (106 psi) Modulus of H1 H2 H3 H4 H5 H6 H7 H8 H9 H10 H11 H12 H13 H14 H15 H16 A A A A B B B B C C C C D D D D N3 N2 N1 SS N3 N2 N1 SS N3 N2 N1 SS N3 N2 N1 SS 1.3 1.5 1.7 1.7 1.2 1.3 1.5 1.5 1.0 1.2 1.3 1.3 0.9 1.1 1.2 1.2 Visually Graded Hardwoods Symbol Grade 0.67 0.78 0.88 0.88 0.62 0.67 0.78 0.78 0.52 0.62 0.67 0.67 0.47 0.57 0.62 0.62 Stability Emin (106 psi) Modulus of Elasticity for Beam and Column Tension Parallel to Grain 835 835 835 835 590 590 590 590 405 405 405 405 285 285 285 285 to Grain Fc⊥ (psi) 425 875 1,000 1,150 350 750 850 950 300 625 725 825 250 550 625 700 nations Ft (psi) 900 1,300 1,450 1,600 800 1,150 1,300 1,450 625 900 1,000 1,100 575 825 925 1,050 nations Fc (psi) 900 1,300 1,450 1,600 800 1,150 1,300 1,450 625 900 1,000 1,100 575 825 925 1,050 nations Fc (psi) 2 or 3 Lami- Compression Parallel to Grain Axially Loaded Compression 2 or More 4 or More Perpendicular LamiLami- All Loading 1,250 1,700 2,000 2,000 1,050 1,450 1,650 1,700 900 1,200 1,400 1,450 775 1,050 1,200 1,250 nations Fby (psi) 4 or More Lami- 1,100 1,550 1,800 1,850 900 1,300 1,500 1,550 800 1,100 1,300 1,350 675 950 1,100 1,150 nations Fby (psi) 3 Lami- Bending 875 1,300 1,550 1,600 750 1,050 1,300 1,350 625 925 1,100 1,150 550 800 950 1,000 90 90 90 90 80 80 80 80 70 70 70 70 55 55 55 55 nations laminations(3) Fby Fvy (psi) (psi) 2 Lami- 175 175 175 175 160 160 160 160 135 135 135 135 110 110 110 110 nations Fvy (psi) 4 or More Laminations for members with 4 or More multiple piece Lami2 Lami- 165 165 165 165 150 150 150 150 130 130 130 130 105 105 105 105 150 150 150 150 135 135 135 135 115 115 115 115 95 95 95 95 nations nations Fvy Fvy (psi) (psi) 3 Lami- 925 1,200 1,600 1,700 750 1,000 1,350 1,400 675 875 1,150 1,200 575 750 1,000 1,050 Lams Fbx (psi) 2 Laminations to 15 in. Deep (4) without Special Tension 1,200 1,500 1,800 2,000 1,000 1,200 1,600 1,700 900 1,100 1,400 1,500 775 925 1,150 1,300 Lams (5) Fbx (psi) 4 or More Laminations with Special Tension Bending 200 200 200 200 180 180 180 180 155 155 155 155 125 125 125 125 nations Fvx (psi) 2 or More Lami- Shear Parallel to Grain Loaded Parallel to Wide Faces of Laminations Shear Parallel to Grain Bending About X-X Axis Loaded Perpendicular to Wide Faces of Laminations Bending about Y-Y Axis Use with Table 5D Adjustment Factors (Members stressed primarily in axial tension or compression)1,2 (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Hardwood Timber Combination Species Table 5D only to be used with the 2005 NDS® and Wood Structural Design Data 70 2005 REFERENCE DESIGN VALUES AMERICAN WOOD COUNCIL Group Grade A A A A A B B B B B C C C C C D D D D D D 1.5E3 1.8E3 1.8E6 2.0E3 2.0E6 1.5E3 1.8E3 1.8E6 2.0E3 2.0E6 1.5E3 1.8E3 1.8E6 2.0E3 2.0E6 1.5E3 1.5E6 1.8E3 1.8E6 2.0E3 2.0E6 1.4 1.7 1.7 1.9 1.9 1.4 1.7 1.7 1.9 1.9 1.4 1.7 1.7 1.9 1.9 1.4 1.4 1.7 1.7 1.9 1.9 0.73 0.88 0.88 0.98 0.98 0.73 0.88 0.88 0.98 0.98 0.73 0.88 0.88 0.98 0.98 0.73 0.73 0.88 0.88 0.98 0.98 Stability Emin (106 psi) 1,015 1,015 1,015 1,015 1,015 770 770 770 770 770 590 590 590 590 590 440 440 440 440 440 440 to Grain Fc⊥ (psi) 1,000 1,150 1,450 1,350 1,700 1,000 1,150 1,450 1,350 1,700 1,000 1,150 1,450 1,350 1,700 1,000 1,250 1,150 1,450 1,350 1,700 nations Ft (psi) 1,500 1,950 2,000 2,600 2,430 1,500 1,950 2,000 2,300 2,400 1,500 1,950 2,000 2,300 2,400 1,500 1,500 1,950 2,000 2,300 2,400 nations Fc (psi) 1,350 1,850 1,900 2,200 2,300 1,350 1,850 1,900 2,200 2,300 1,350 1,850 1,900 2,200 2,300 1,350 1,400 1,850 1,900 2,200 2,300 nations Fc (psi) 2 or 3 Lami- Compression Parallel to Grain Compression 2 or More 4 or More Perpendicular LamiLami- Tension Parallel to Grain Axially Loaded 1,850 2,100 2,300 2,400 2,400 1,850 2,100 2,300 2,400 2,400 1,850 2,100 2,300 2,400 2,400 1,850 2,000 2,100 2,300 2,400 2,400 nations Fby (psi) 4 or More Lami- 1,750 2,000 2,200 2,300 2,400 1,750 2,000 2,200 2,300 2,400 1,750 2,000 2,200 2,300 2,400 1,750 1,900 2,000 2,200 2,300 2,400 nations Fby (psi) 3 Lami- Bending 1,550 1,750 1,950 2,100 2,300 1,550 1,750 1,950 2,100 2,300 1,550 1,750 1,950 2,100 2,300 1,550 1,700 1,750 1,950 2,100 2,300 90 90 90 90 90 80 80 80 80 80 70 70 70 70 70 55 55 55 55 55 55 nations laminations(3) Fby Fvy (psi) (psi) 2 Lami- 175 175 175 175 175 160 160 160 160 160 135 135 135 135 135 110 110 110 110 110 110 nations Fvy (psi) Laminations for members with 4 or More multiple piece Lami- 4 or More nations Fvy (psi) 150 150 150 150 150 135 135 135 135 135 115 115 115 115 115 95 95 95 95 95 95 165 165 165 165 165 150 150 150 150 150 130 130 130 130 130 105 105 105 105 105 105 2 Lami- nations Fvy (psi) 3 Lami- Shear Parallel to Grain Loaded Parallel to Wide Faces of Laminations Bending about Y-Y Axis REFERENCE DESIGN VALUES AMERICAN FOREST & PAPER ASSOCIATION Bending About X-X Axis nations Fvx (psi) nations with Special Tension Lams (5) Fbx (psi) 1,450 1,850 2,000 2,200 2,600 1,450 1,850 2,000 2,200 2,600 1,450 1,850 2,000 2,200 2,600 1,450 1,600 1,850 2,000 2,200 2,600 15 in. Deep (4) without Special Tension Lams Fbx (psi) 1,200 1,450 1,650 1,700 2,100 1,200 1,450 1,650 1,700 2,100 1,200 1,450 1,650 1,700 2,100 1,200 1,250 1,450 1,650 1,700 2,100 200 200 200 200 200 180 180 180 180 180 155 155 155 155 155 125 125 125 125 125 125 2 or More Lami- 4 or More Lami- Shear Parallel to Grain 2 Laminations to Bending Loaded Perpendicular to Wide Faces of Laminations 1. Design values in this table are for combinations conforming to AITC 119-96 (Standard Specifications for Structural Glued Laminated Timber of Hardwood Species), by American Institute of Timber Construction, and manufactured in accordance with American National Standard ANSI/AITC A190.1-2002 (Structural Glued Laminated Timber). 2. The combinations in this table are intended primarily for members loaded axially or in bending with the loads acting parallel to the wide faces of the laminations (bending about Y-Y axis). Design values for bending due to loading applied perpendicular to the wide faces of the laminations (bending about X-X axis) are also included; however, the combinations in Table 5C are preferred for this condition of loading. 3. Values apply to members manufactured using multiple piece laminations with unbonded edge joints. For members with 5, 7, or 9 laminations, value shall be multiplied by 0.8. 4. For members greater than 15" deep, values shall be reduced by multiplying by a factor of 0.88. 5. These design values require the use of special tension laminations. If these design values are used, the designer shall specify the required design value as well as the combination symbol. H17 H18 H19 H20 H21 H22 H23 H24 H25 H26 H27 H28 H29 H30 H31 H32 H33 H34 H35 H36 H37 Elasticity E (106 psi) Modulus of Elasticity for Beam and Column Modulus of All Loading Use with Table 5D Adjustment Factors (Members stressed primarily in axial tension or compression)1,2 (Tabulated design values are for normal load duration and dry service conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.) Reference Design Values for Structural Glued Laminated Hardwood Timber E-Rated Hardwoods Symbol Combination Species Table 5D (Cont.) only to be used with the 2005 NDS® and Wood Structural Design Data 2005 DESIGN VALUES FOR WOOD CONSTRUCTION – NDS SUPPLEMENT 71 4 AMERICAN FOREST & PAPER ASSOCIATION American Wood Council Engineered and Traditional Wood Products February 2007 2007 ERRATA/ADDENDUM to the 2005 Edition of the National Design Specification® (NDS®) for Wood Construction Supplement: Design Values for Wood Construction (printed versions dated 04-05 2M, 09-05 2M, and 08-06 5M; web version 07-07) Page Revision 4 In Table 2.1, revise the following: Species or Species Species That May Be Combination Included in Combination Coast Sitka Spruce Coast Sitka Spruce Yellow Cedar Yellow Cedar 32 Grading Rules Agencies NLGA NLGA Design Values Provided in Tables 4A, 4D, 4E 4A In Table 4A, add the following design values for Coast Sitka Spruce Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Tension parallel to grain Shear parallel to grain Compression perpendicular to grain Compression parallel to grain Fb Ft Fv Fc⊥ Fc E Emin 1300 950 125 455 1200 1,700,000 620,000 925 550 125 455 1100 1,500,000 550,000 525 325 125 455 625 1,400,000 510,000 Modulus of Elasticity Grading Rules Agency Coast Sitka Spruce4 Select Structural No. 1 / No. 2 2” & wider No. 3 Stud 2” & wider Construction Standard 2”-4” wide Utility 34 725 450 125 455 675 1,400,000 510,000 1050 650 125 455 1300 1,400,000 510,000 600 350 125 455 1100 1,300,000 470,000 275 175 125 455 725 1,200,000 440,000 NLGA In Table 4A, revise the following design values for Northern Species Design values in pounds per square inch (psi) Species and commercial grade Size classification Bending Tension parallel to grain Shear parallel to grain Compression perpendicular to grain Compression parallel to grain Fb Ft Fv Fc⊥ Fc E Emin 1,000 975 450 425 110 350 1,100 1,100,000 400,000 Modulus of Elasticity Grading Rules Agency Northern Species Select Structural No. 1 / No. 2 2” & wider No. 3 Stud 2” & wider Construction Standard Utility 2”-4” wide 600 625 275 110 350 850 1,100,000 400,000 350 150 110 350 500 1,000,000 370,000 475 225 110 350 550 1,000,000 370,000 700 300 325 110 350 1,050 1,000,000 370,000 400 175 110 350 875 900,000 330,000 175 75 110 350 575 900,000 330,000 1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-4713 - Fax: 202 463-2791 - www.awc.org ® ® America’s Forest & Paper People - Improving Tomorrow’s Environment Today NLGA February 2007 Errata/Addendum Page 2 Page Revision 36 In Table 4A, add the following design values for Yellow Cedar Design values in pounds per square inch (psi) Bending Tension parallel to grain Shear parallel to grain Compression perpendicular to grain Compression parallel to grain Fb Ft Fv Fc⊥ Fc E Emin 1200 725 175 540 1200 1,600,000 580,000 800 475 175 540 1000 1,400,000 510,000 475 275 175 540 575 1,200,000 440,000 625 375 175 540 650 1,200,000 440,000 Construction 925 550 175 540 1200 1,300,000 470,000 Standard 525 300 175 540 1050 1,200,000 440,000 250 150 175 540 675 1,100,000 400,000 Species and commercial grade Size classification Modulus of Elasticity Grading Rules Agency 4 Yellow Cedar Select Structural No. 1 / No. 2 2” & wider No. 3 Stud Utility 36 2” & wider 2”-4” wide NLGA In Table 4A, add the following footnote: 4. SPECIFIC GRAVITY, G. Specific gravity values are provided below for visually graded dimension lumber. Note that the value for Coast Sitka Spruce is applicable only for visually graded dimension lumber (2” – 4” thick). See NDS Table 11.3.2A for the specific gravity value applicable to Coast Sitka Spruce used as visually graded timber (5”x5” and larger) and visually graded decking. Specific Gravity, G Species Coast Sitka Spruce 0.43 Yellow Cedar 0.46 Grading Rules Agency NLGA NLGA 1111 Nineteenth Street, NW, Suite 800 - Washington, DC 20036 - 202 463-4713 - Fax: 202 463-2791 - www.awc.org ® ® America’s Forest & Paper People - Improving Tomorrow’s Environment Today American Wood Council Engineered and Traditional Wood Products AWC Mission Statement To increase the use of wood by assuring the broad regulatory acceptance of wood products, developing design tools and guidelines for wood construction, and influencing the development of public policies affecting the use of wood products. 2005 EDITION S U P P L E M E N T ® N DS N AT I O N A L DESIGN S P E C I F I C AT I O N ® DESIGN VALUES FOR WOOD CONSTRUCTION American Forest & Paper Association American Wood Council 1111 19th Street, NW Suite 800 Washington, DC 20036 www.awc.org awcinfo@afandpa.org America's Forest & Paper People ® Improving Tomorrow's Environment Today ® NDS 2005 Supplement Cover revised June 2007.pmd 1 American Forest & Paper Association ISBN 0-9625985-2-6 07-07 American Wood Council 0.5M 6/21/2007, 2:57 PM
