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kRV kc&—USvO t ,v� t- 2_13 . stcd. c7. EZ, ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report JUL 2019 ESR-1940 Reissued January 1, 2011 CITY OF ''r' '" This report is subject to renewal in one year. ;1111 ni&f www.icc-es.orq J (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND Glued-laminated timbers manufactured to the glued- COMPOSITES laminated timber combinations or single grade layups that Section: 06 02 00—Design Information have been developed using the GAP2006 program, and that are produced at the facilities listed in Table 3, are REPORT HOLDER: recognized as being in compliance with the design parameters indicated in Section 3.0 of this report. APA—THE ENGINEERED WOOD ASSOCIATION 3.0 DESCRIPTION 7011 SOUTH 19th STREET TACOMA,WASHINGTON 98466 The GAP2006 computer program is based on the www.apawood.orq principles of ASTM D 3737. It is an alternative method for help(a)apawood.orq determining associated allowable design stresses for a given layup combination of glued-laminated timber. The EVALUATION SUBJECT: GAP2006 computer program complies with the IBC and the IRC for allowable stress design. The design GLUED-LAMINATED TIMBER COMBINATIONS AND THE assumptions discussed in Sections 3.1 through 3.4 of this GAP2006 COMPUTER PROGRAM report are basic parameters utilized with the development of the allowable design stresses for the combinations listed ADDITIONAL LISTEES: in Table 1 or single grade layups listed in Table 2. See Section 5.4 for requirements applicable to these ANTHONY FOREST PRODUCTS CO. parameters. 309 NORTH WASHINGTON 3.1 Adhesive: EL DORADO,ARKANSAS 71730 Face and end-joint bonding adhesives comply with ASTM D 2559 for exterior or wet use. CALVERT COMPANY, INC. 218 V STREET 3.2 End Joints: VANCOUVER,WASHINGTON 98661 End joints comply with ANSI A190.1 and ASTM D 3737. ROSBORO, LLC 3.3 Lumber: POST OFFICE BOX 20 Lumber having a nominal thickness of 2 inches or less is SPRINGFIELD,OREGON 97477 glued-laminated into rectangular cross sections complying with industry standards for depth, width, and appearance. STANDARD STRUCTURES INC. Lumber that is E-rated or visually graded complies with 5900 PRUITT AVENUE rules of applicable approved lumber grading agencies and WINDSOR, CALIFORNIA 95492 the procedures set forth in the manufacturer's quality control documentation. Quality control for E-rating and WESTERN STRUCTURES, INC. beam fabrication is conducted under the supervision of POST OFFICE BOX 23355 an approved third-party inspection agency. Grade EUGENE, OREGON 97402 specifications are included in rules of the applicable approved lumber grading agencies and follow industry 1.0 EVALUATION SCOPE classifications and nomenclature as provided in the Compliance with the following codes: applicable code. ■ 2009 International Building Code(IBC) 3.4 Layup: Beams are fabricated in accordance with ANSI A190.1 • 2009 International Residential Code®(IRC) using the grade combinations noted in Table 1 or single Property evaluated: grade layups noted in Table 2 of this report. Combinations are in accordance with ASTM D 3737 requirements. Structural Resawn purlin beams, manufactured by ripping nominally 2.0 USES 6-inch beams vertically through their depth into two members of equal width, are permitted to be produced The GAP2006 computer program is utilized to determine from Canadian spruce-pine (CSP) and spruce-pine-fir design stresses for the specific layups of glued-laminated (SPF) combinations in this width without any variation in timbers listed in Tables 1 and 2 of this report. basic grade description or layup procedures. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as ANSI to any finding or other matter in this report,or as to any product covered by the report. er unsnz Copyright©2011 Page 1 of 5 ESR-1940 I Most Widely Accepted and Trusted Page 2 of 5 4.0 DESIGN produced at the facilities listed in Table 3, are recognized as being in compliance with the design The design requirements of structural glued-laminated parameters indicated in Section 3.0 of this report. timber must comply with Section 2306 or 2307 of the IBC, or Sections R502.2 and R802.2 of the IRC, as applicable. Evaluation of glue-laminated timber manufactured in Modifications of values for duration of load must comply accordance with this report but produced by with the IBC or the IRC, as applicable. manufacturers not listed in Table 3 must be 5.0 CONDITIONS OF USE recognized in a current ICC-ES report as being in compliance with the design parameters indicated in The specific layups for the glued-laminated timbers Section 3.0 of this report. described in this report comply with, or are suitable 5.5 The quality program for monitoring the use of the alternatives to what is specified in, those codes listed in GAP2006 computer program must be in accordance Section 1.0 of this report, subject to the following with "Quality Control Requirements for the GAP conditions: Computer Program,"dated July 26, 2006. 5.1 The application of the GAP2006 computer program is 6.0 EVIDENCE SUBMITTED limited to the layup combinations shown in Tables 1 or 2. Design stresses for normal conditions of loading 6.1 Program Guide for the GAP2006 Computer Program. must not exceed those set forth in Tables 1 or 2. 6.2 Data in accordance with ASTM D 3737. 5.2 Design stresses for combinations, as noted in Tables 6.3 Quality system documentation. 1 or 2, are for members with four or more laminations stressed primarily in bending due to loads applied 7.0 IDENTIFICATION perpendicular to the wide faces of the laminations. Each glued-laminated beam manufactured using layup 5.3 The effects of checking of the members are outside combinations determined in accordance with this report the scope of this report. and produced at the facilities listed in Table 3 must be identified with the ICC-ES evaluation report number 5.4 Glued-laminated timber manufactured to the glued- (ESR-1940). laminated timber combinations or single grade layups that have been developed using the GAP2006 program, listed in Tables 1 and 2, and that are TABLE 1--DESIGN VALUES FOR STRUCTURAL GLUED-LAMINATED SOFTWOOD TIMBER STRESSED PRIMARILY IN BENDINd1'Z'3) Bending About X-X Axis Bending About Y-Y Axis ) (Loaded Perpendicular to Wide Faces (Loaded Parallel to Wide Faces Axially Loaded Fasteners ,"a of Laminations) of Laminations) Extreme Fiber in Compression Shear Parallel Modulus Extreme Compression Shear Parallel Modulus Tension Compression Modulus Specific Gravity t0 A Bending Perpendicular to Grain of Fiber in Perpendicular to Grain of Parallel to Parallel to of for Dowel-Type O to Grain (Horizontal)I''e1 Elasticity(9) Bending701 to GrainHorizontal 0.6.111 Elasticit(9) Grain ( ) Y Grain Elasticity Fastener Desi�- Tension Compression Tension Compression Zone Zone Face Face Top or Stressed Stressed Bottom Side Face Cn in Tension in Tension Face Combination Species'') Balanced/ Fbx+ F5x F,lx 0, , FFE by F�lr Fey Er Ft Fc Eaxlal SG Symbol Outer/Core Unbalanced151 (psi) (Psi) (Psi) (psi) (106 psi) (P59 (psi) (Psi) (106 psi) (psi) (Psi) (106 psi) N Western Species EWS 16F-V3 DF/DF U 1600 1150 560 560 265 1.5 1450 560 230 1.5 950 1550 1.5 0.50 0.50 n EWS 20E-E/ES116.121 ES/ES B 2000 2000 560 560 200 1.8 1100 300 175 1.5 1050 1150 1.6 0.41 0.41 n EWS 20E-E/SPF1113j SPF/SPF B 2000 2000 425 425 215 1.5 875 425 190 1.4 425 1100 1.4 0.42 0.42 a EWS 20F-E8 ES/ES U 2000 1300 450 450 200 1.5 1400 315 175 1.4 800 1000 1.4 0.41 0.41 as' EWS 20F-E8M1 ES/ES B 2000 2000 450 450 200 1.5 1400 315 175 1.4 800 1000 1.4 0.41 0.41 Q EWS 20F-V4 DF/DF U 2000 1450 590 560 265 1.6 1450 560 230 1.6 975 1550 1.6 0.50 0.50 4) EWS 20F-V8 DF/DF B 2000 2000 590 590 265 1.6 1450 560 230 1.6 975 1600 1.7 0.50 0.50 Z EWS 20F-V12 AC/AC U 2000 1400 560 560 265 1.5 1250 470 230 1.4 900 1500 1.4 0.46 0.46 0. EWS20F-V13 AC/AC B 2000 2000 560 560 265 1.5 1250 470 230 1.4 925 1550 1.5 0.46 0.46 y EWS 22F-V/POC1 POC/POC B 2200 2200 560 560 265 1.8 1500 375 230 1.6 1150 1950 1.6 0.45 0.45 0 EWS 22F-V/POC2 POC/POC U 2200 1600 560 560 265 1.8 1500 375 230 1.6 1150 1900 1.6 0.45 0.45 alr EWS 24F-E/CSP1 CSP/CSP B 2400 2400 560 560 215 1.6 1150 470 190 1.6 1150 2000 1.7 0.42 0.42 Q. EWS 24F-E/CSP2 CSP/CSP B 2400 2400 560 560 215 1.8 1500 470 190 1.6 1150 2000 1.7 0.42 0.42 EWS 24F-E/CSP3 CSP/CSP U 2400 1550 560 650 215 1.6 1200 470 195 1.5 900 1750 1.6 0.42 0.42 EWS 24F-E/CSP4 C5P/CSP U 2400 1700 560 650 215 1.8 1400 470 200 1.6 1150 1900 1.7 0.42 0.42 EWS 24F-E/SPF1 SPF/SPF B 2400 2400 560 560 215 1.6 1150 470 190 1.6 1150 2000 1.7 0.42 0.42 EWS 24F-E/SPF2 SPF/SPF B 2400 2400 560 560 215 1.8 1500 470 190 1.6 1150 2000 1.7 0.42 0.42 EWS 24F-E/SPF3 SPF/SPF U 2400 1550 560 650 215 1.6 1200 470 195 1.5 900 1750 1.6 0.42 0.42 EWS 24F-E/SPF4 SPF/SPF U 2400 1700 560 650 215 1.8 1400 470 200 1.6 1150 1900 1.7 0.42 0.42 EWS 24F-E/ES1 ES/ES U 2400 1700 560 560 200 1.7 1100 300 175 1.5 1050 1150 1.6 0.41 0.41 EWS24F-E/ES1M1 ES/ES B 2400 2400 560 560 200 1.8 1100 300 175 1.5 1050 1150 1.6 0.41 0.41 EWS 24F-E15M1 HF/HF U 2400 1600 500 500 215 1.8 1200 375 190 1.5 975 1500 1.6 0.43 0.43 EWS 24F-V4 DF/DF U 2400 1850 650 650 265 1.8 1450 560 230 1.6 1100 1650 1.7 0.50 0.50 EWS 24F-V4M11141 DF/DF U 2400 1850 650 650 265 1.8 1450 560 230 1.6 1100 1650 1.7 0.50 0.50 EWS 24F-V4M21141 DF/DF U 2400 1850 650 650 220 1.8 1450 560 230 1.6 1100 1650 1.7 0.50 0.50 EWS 24F-V5 DF/HF U 2400 1600 650 650 215 1.7 1200 375 200 1.5 1150 1450 1.6 0.50 0.43 EWS 24F-V5M1 DF/SPF U 2400 1600 650 650 215 1.8 1200 375 200 1.5 1050 1450 1.6 0.50 0.42 EWS 24F-V5M2j1�1 DF/HF U 2400 1600 650 650 215 1.8 1200 375 200 1.5 1150 1450 1.6 0.50 0.43 EWS 24F-V5M31121 DF/HF U 2400 1600 650 650 215 1.8 1200 375 200 1.5 1150 1450 1.6 0.50 0.43 EWS 24F-V8 DF/DF B 2400 2400 650 650 265 1.8 1450 560 230 1.6 1100 1650 1.7 0.50 0.50 EWS 24F-V8M1(14) DF/DF B 2400 2400 650 650 265 1.8 1450 560 230 1.6 1100 1650 1.7 0.50 0.50 EWS 24F-V8M2(14) DF/DF B 2400 2400 650 650 220 1.8 1450 560 230 1.6 1100 1650 1.7 0.50 0.50 EWS 24F-V10 of/HF B 2400 2400 650 650 215 1.8 1450 375 200 1.5 1100 1550 1.6 0.50 0.43 EWS 24F-V/DF1(12) of/SW U 2400 1600 650 650 195 1.8 9001151 255 205 1.4 1000 1250 1.5 0.50 0.42 EWS 26F-E/DF1(121 DF/DF U 2600 1950'15) 650 650 265 2.0 1850 560 230 1.8 1400 1800 1.8 0.50 0.50 EWS 26F-E/DF1M1112) DF/DF B 2600 2600 650 650 265 2.0 1850 560 230 1.8 1400 1800 1.8 0.50 0.50 EWS 24F-1.8E Glulam WS,SP/WS, Header1161 SP U 2400 1600 500 500 215 1.8 1300 375 200 1.5 950 1200 1.6 0.42 0.42 Southern Pine EWS 16F-V5M11141 SP/5P B 1600 1600 650 650 200 1.4 1750 650 260 1.4 1000 1500 1.5 0.55 0.55 EWS 24F-E/SP11131 SP/SP B 2400 2400 740 740 300 1.8 1650 650 265 1.6 1150 1650 1.6 0.55 0.55 EWS 24F-V1 SP/SP U 2400 1750 740 650 300 1.7 1450 650 265 1.5 1100 1550 1.6 0.55 0.55 EWS 24F-V3 SP/5PU 2400 1950 740 740 300 1.8 1750 650 265 1.6 1150 1650 1.7 0.55 0.55 EWS 24F-V3M1110) SP/SP U 2400 1950 740 740 300 1.8 1750 650 265 1.6 1150 1650 1.7 0.55 0.55 EWS 24F-V3M21141 5P/SP U 2400 1950 740 740 250 1.8 1750 650 265 1.6 1150 1650 1.7 0.55 0.55 EWS 24F-V41��1 SP/5P U 2400 1450 740 650 210 1.7 1050 470 185 1.3 875 1000 1.5 0.55 0.43 EWS 24F-V5 SP/SP B 2400 2400 740 740 300 1.7 1750 650 265 1.5 1150 1650 1.6 0.55 0.55 EWS 24F-V5M1 SP/SP B 2400 2400 740 740 300 1.8 1750 650 265 1.5 1150 1650 1.6 0.55 0.55 EWS 24F-V5M2(15) SP/SP B 2400 2400 740 740 300 1.8 1750 650 265 1.5 1150 1650 1.6 0.55 0.55 C EWS 24F-V5M31141 SP/SP B 2400 2400 740 740 250 1.8 1750 650 265 1.5 1150 1650 1.6 0.55 0.55CU (13 EWS 26F-V1 SP/SP U 2600 1950 740 740 300 1.8 1900 650 265 1.6 1150 1600 1.7 0.55 0.55 CD EWS 26F-V2 SP/SP U 2600 2100 740 740 300 1.9 2200 740 265 1.8 1250 1650 1.9 0.55 0.55 W EWS 26F-V3 5P/5P U 2600 2100 740 740 300 1.9 2100 650 265 1.8 1200 1600 1.9 0.55 0.55 Oh Wet-use factors 0.8 0.53 0.875 0.833 0.8 0.53 0.875 0.833 0.8 0.73 0.833 See NDS Cil TABLE 1--DESIGN VALUES FOR STRUCTURAL GLUED-LAMINATED SOFTWOOD TIMBER STRESSED PRIMARILY IN BENDINGI1'2'31(Continued) rn Bending About X-X Axis Bending About Y-Y Axis Cf) (Loaded Perpendicular to Wide Faces (Loaded Parallel to Wide Faces Axially Loaded Fasteners X of Laminations) of Laminations) CO Extreme Fiber in Compression Shear Parallel Modulus Extreme Compression Shear Parallel Modulus Tension Compression Modulus Specific Gravity A Bendinglel Perpendicular to Grain of Fiber in Perpendicular to Grain of Parallel to Parallel to of for Dowel-Type 0 to Grain (Horizontal)ils1 Elasticity°> Bending1t01 to Grain (Horizontal)17e,") Elasticity191 Grain Grain Elasticity _Fastener Design - Tension Compression Tension Compression Top or Zone Zone Face Face Bottom Side Face 0 Stressed StressedCo Face in Tension in Tension Combination Species Balanced/ F5; Fb; F90 E0 x F M Fuy F05 Ey Ft F° Eaxial SG 4 Symbol Outer/Core Unbalanced(6) (psi) (psi) (psi) (psi) (108 psi) (psi) (psi) (psi) (106 psi) (psi) (psi) (108 psi) N c Southern Pine(Continued) 0 EWS 26F-V3M1174I SP/SP U 2600 2100 740 740 300 1.9 2100 650 265 1.8 1200 1600 1.9 0.55 0.55 EWS 26F-V3M2114j SP/SP U 2600 2100 740 740 250 1.9 2100 650 265 1.8 1200 1600 1.9 0.55 0.55 EWS 26F-V4 SP/SP B 2600 2600 740 740 300 1.9 2100 650 265 1.8 1200 1600 1.9 0.55 0.55 -0 EWS 26F-V4M1(14) SP/SP B 2600 2600 740 740 300 1.9 2100 650 265 1.8 1200 1600 1.9 0.55 0.55 Q EWS 26F-V4M21141 SP/SP B 2600 2600 740 740 250 1.9 2100 650 265 1.8 1200 1600 1.9 0.55 0.55 EWS 28F-E1 SP/SP U 2800 2300 805 805 300 2.1P11 1600 650 265 1.7 1300 1850 1.7 0.55 0.55 v EWS28F-E1M1 SP/SP U 2800 2300 805 805 300 2.1 1600 650 265 1.7 1300 1850 1.7 0.55 0.55 CL EWS 28F-E2 SP/SP B 2800 2800 805 805 300 2.1(2" 2000 650 265 1.7 1300 1850 1.7 0.55 0.55 EWS 28F-E2M1 SP/SP B 2800 2800 805 805 300 2.1 2000 650 265 1.7 1300 1850 1.7 0.55 0.55 CO EWS 30E-E157) SP/SP U 3000 2400 805 805 300 2.1('" 1750 650 265 1.7 1250 1750 1.7 0.55 0.55 EWS 30E-E1M1(in SP/SP U 3000 2400 805 805 300 2.1 1750 650 265 1.7 1250 1750 1.7 0.55 0.55 03 Cl. EWS 30E-E1M21181 LVL/SP U 30001181 2400 6501201 740 300 2.1 1750 650 265 1.7 1250 1750 1.7 0.50 0.50 EWS 30E-E2(17) SP/SP B 3000 3000 805 805 300 2.1(2', 1750 650 265 1.7 1350 1750 1.7 0.55 0.55 EWS 30E-E2M1(17) SP/SP B 3000 3000 805 805 300 2.1 1750 650 265 1.7 1350 1750 1.7 0.55 0.55 EWS 30E-E2M211e1 LVL/SP B 30001191 '30001191 650120 6501281 300 2.1 1750 650 265 1.7 1350 1750 1.7 0.50 0.50 EWS 30E-E2M3501 LVUSP B 3000119) 30001191 65001 6501201 300 2.1 1750 650 265 1.7 1350 1750 1.7 0.50 0.50 Wet-use factors 0.8 0.53 0.875 0.833 0.8 0.53 0.875 0.833 0.8 0.73 0.833 See NDS For SI:1 psi=6,895 Pa 1.The combinations in this table are applicable to members consisting of 4 or more laminations,unless otherwise noted,and are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces of the laminations. 2.The tabulated design values are for dry conditions of use. For wet conditions of use,multiply the tabulated values by the factors shown at the bottom of the table. 3.The tabulated design values are for normal duration of loading. For o.her durations of loading,see applicable building code. 4.The symbols used for species are AC=Alaska cedar,CSP=Canadian spruce-pine,DF=Douglas fir-larch, ES=Eastern spruce,HF=Hem-fir,POC=Port Orford cedar;SP=Southern pine,SPF=Spruce-pine-fir,and SW=Softwood species. 5.The unbalanced layups are intended primarily for simple-span applications and the balanced layups are intended primarily for continuous or cantilevered applications. 6.The tabulated design values in bending,F bx,are based on members 5-1/8 inches in width by 12 inches in depth by 21 feet in length. For members with a larger volume,F bx must be multiplied by a volume factor,C„,determined in accordance with applicable building code. The tabulated F bx values require the use of special tension laminations. If these special tension laminations are omitted,the F 9x values must be multiplied by 0.75 for members greater than or equal to 15 inches or by 0.85 for members less than 15 inches in depth. EWS 20F-E/ES1 does not require special tension laminations. 7.For non-prismatic members,notched members,members subject to impact or cyclic loading,or shear design of bending members at connections(NDS 3.4.3.3),the design value for shear must be multiplied by a factor of 0.72. 8.F90 and Fm values do not include adjustments for checking. 9.The tabulated Ex and Ey values already include a 5%shear deflection(also known as"apparent E"). For beam and column stability calculations,E,";n must be determined by multiplying the tabulated modulus of elasticity by 0.518. 10.The values of Fby were calculated based on members 12 inches in depth(bending about Y-Y axis). For depths other than 12 inches,the F by values are permitted to be increased by multiplying by the size factor,(12/d)119,where d is the beam depth in inches. When d is less than 3 inches,use the size adjustment factor for 3 inches. 11.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 must be multiplied by 0.4 for members with 5,7,or 9 laminations or by 0.5 for all other members. This reduction must be cumulative with the adjustment in Footnote 7. 12.The beam depth limitation is as follows-20E-E/ES1:15 inches;24F-V5M2/DF:27 inches;24F-V5M3/DF and 24F-V/DF1:24 inches;26F-E/DF1 and 26F-E/DF1M1:9-1/2,11-7/8,14,and 16 inches. 13.20E-E/SPF1 is limited to 1-1/2 to 3-1/2 inches in width,and 7-1/2,9,9-1/2,11-7/8,and 14 inches in depth. 24F-E/SP1 is limited to 9-1/2,11-7/8,14,16,and 18 inches in depth. 14.When containing wane,this combination must be used in dry conditions only. In this case,wet-use factors must not be applied. Because of the wane,this combination is available only for an industrial appearance characteristic. If wane is omitted,these restrictions must not apply. This combination is limited to 9 to 20 laminations in depth except for 16F-V5M1/SP,which contains a maximum of 1/6 wane on each side and must be 4 laminations or more in depth. 15.For 26F-E/DF1,the Fb.value is permitted to be increased to 2,200 psi for beam depths less than 16 inches. For 24F-V/DF1,the F by value is permitted to be increased to 1,300 psi for beam depths of at least 10-1/2 inches. 16.This combination must be manufactured from either EWS 24F-V4/WS,EWS 24F-V5M1/WS,EWS 24F-V5M2/WS,EWS 24F-V5M3MW5,EWS 24F-E15M1/WS,EWS 24F-E/SPF4,or EWS 24F-V3/SP,and is intended primarily for use in header applications. 17.This layup combination is limited to nominal 6 inches or less in width. In addition,30E-E1M1/SP and 30E-E2M1/SP are limited to 18 inches or less in depth. 18.The beam depth is limited to 16 inches or less for 30E-E2M2/SP,and 30 inches or less for 30F-E1 M2/SP and 30E-E2M3/SP. The tension lamination requirements for these layups must not be omitted. 19.The tabulated design values in bending,F bx,must be multiplied by a volume factor,C x,determined in accordance with applicable building code using 1/10 as the exponent. 20.The allowable compressive stress perpendicular to grain of the beam must be permitted to be increased to the published allowable compressive stress perpendicular to grain of the outermost laminated veneer lumber. 21.For members of more than 15 laminations,E 0=2.0 x 108 psi. 22.This combination may contain wane. If wane lumber is used,F,„must be multiplied by 0.67 if wane is allowed on both sides. If wane is limited to one side,F xx must be multiplied by 0.83. This reduction is cumulative with the adjustment in Footnote 7. 01 CO <D 41. 0 11 r N TABLE 2--DESIGN VALUES FOR STRUCTURAL GLUED-LAMINATED SOFTWOOD TIMBER STRESSED PRIMARILY IN AXIAL TENSION AND COMPRESSIONt1'2'31 Axially Loaded Bending about Y-Y Axis Bending about X-X Axis (m/t Tension Compression Parallel to (Loaded Parallel to Wide Faces of Laminations) (Loaded Perpendicular to Wide Fasteners Parallel to p Faces of Laminations) to Grain Grain Shear Parallel to Shear Parallel to 0 Compression Bending Bending Specific Gravity - Grain Grain Modulus of perpendicular 2 or More 4 or More 4 or More See Notes 5 and 2 Lams to 15 for Dowel-Type a) 2 or 3 Lams 3 Lams 2 Lams in.Deep See Note 8 Fastener Design o Elasticity to Grain Lams Lams Lams 6 % 9 O cn Comb E Fcl Ft F6 F,, Fhy Fhy Fby F,y F,,,, F,,, SG Symbol Species Grade 106 psi psi psi psi psi psi psi psi psi psi psi Q 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 m Western Species EWS 1 DF L3 1.5 560 900 1,550 1,200 1,450 1.250 1,000 230 1.250 265 0.50 c EWS 2 DF L2 1.6 560 1,250 1,950 1.600 1,800 1,600 1,300 230 1.700 265 0.50 0 EWS 3 DF L2D 1.9 650 1,450 2,300 1,850 2,100 1,850 1.550 230 2,000 265 0.50 i^p EWS 5 DF L1 2.0 650 1,600 2,400 2,100 2,400 2,100 1,800 230 2,200 265 0.50 Q EWS 22(9) SW L3 1.0 315 525 850 675 800 700 550 170 725 195 0.35 z EWS 70 AC L2 1.3 470 975 1,450 1,450 1.400 1,250 1,000 230 1,350 265 0.46 Q Southern Pine 2 EWS47 SP N2M14 1.4 650 1,200 1,900 1,150 1,750 1,550 1,300 260 1.400 300 0.55 ti EWS 48 SP N2D14 1.7 740 1,400 2,200 1,350 2,000 1,800 1,500 260 1,600 300 0.55 m Q EWS 49 SP N1M16 1.7 650 1,350 2,100 1,450 1,950 1.750 1,500 260 1.800 300 0.55 EWS 50 SP N1D14 1.9 740 1.550 2,300 1.700 2,300 2.100 1,750 260 2,100 300 0.55 Wet-use factors 0.833 0.53 0.8 0.73 0.8 0.875 0.8 0.875 see NDS For SI:1 psi=6,895 Pa 1.The tabulated design values are for dry conditions of use. For wet conditions of use,multiply the tabulated values by the factors shown at the bottom of the table. 2.The tabulated design values are for normal duration of loading. For other durations of loading,see applicable building code. 3.The symbols used for species are AC=Alaska cedar,DF=Douglas fir-larch,SP=Southern pine,and SW=Softwood species. 4.For beam and column stability calculations,E,,r,must be determined by multiplying the tabulated modulus of elasticity by 0.518. 5.The tabulated F„y values are for members of 4 or more lams. The tabulated F„y values must be multiplied by a factor of 0.95 for 3 lams and 0.84 for 2 lams. 6.For members with 5,7,or 9 lams manufactured from multiple-piece lams with unbonded edge joints,the tabulated F„y values must be multiplied by a factor of 0.4. For all other members manufactured from multiple- piece lams with unbonded edge joints,the tabulated F„y values must be multiplied by a factor of 0.5. This adjustment must be cumulative with the adjustment given in Footnote No.5. 7.The tabulated Fr;,values are for members without special tension lams up to 15 inches In depth. If the member depth is greater than 15 Inches without special tension lams,the tabulated Fdx values must be multiplied by a factor of 0.88. If special tension lams are used,the tabulated F4„values are permitted to be increased by a factor of 1.18 regardless of the member depth. 8.For non-prismatic members,notched members,members subject to impact or cyclic loading,or shear design of bending members at connections(NDS 3.4.3.3),the tabulated F„x values must be multiplied by 0.72. 9.When Western Cedars,Western Cedars(North),Western Woods,and Redwood(open grain)are used in combinations for Softwood Species(SW).the design values for modulus of elasticity(E„and Ey)must be reduced by 100,000 psi. When Coast Silica Spruce,Coast Species,Western While Pine,and Eastern White Pine are used in combinations for Softwood Species(SW),design values for shear parallel to grain(F„„and F„y)must be reduced by 10 psi before applying any adjustments. TABLE 3-MANUFACTURING LOCATIONS USING GAP 2006 PROGRAM MANUFACTURER LOCATION Anthony Forest Products Co. 256 Cooper Drive, El Dorado,AR 71730 Anthony Forest Products Co. 256 Edison Road,Washington, GA 30676 Calvert Company, Inc. 218 V Street,Vancouver,WA 98661 Calvert Company, Inc. 3559 Truman Road,Washougal, WA 98671 -o Rosboro 22833 Vaughn Road, Veneta, OR 97487 cc Rosboro 2509 Main Street, Springfield, OR 97477 co Standard Structures, Inc. 5900 Pruitt Avenue, Windsor, CA 95492 o Western Structures, Inc. 1381 Bailey Hill Road, Eugene,OR 97402 cr,