2001 ASD Supplements - unprotected PDF - American Wood Council

GL-10ALLOWABLE STRESS AND STIFFNESSTable 3.2 Design Values for Structural Glued Laminated Softwood Timber(Members stressed primarily in axial tension or compression) 1,2,8 (Tabulated design values are for normal load duration and dryservice conditions. See NDS 5.3 for a comprehensive description of design value adjustment factors.)All Loading Axially LoadedBending about Y-Y Axis Bending About X-X AxisLoaded Parallel to WideLoaded Perpendicular to WideTension CompressionFaces of LaminationsFaces of LaminationsParallel ParallelBendingShear Parallel to Grain (3)BendingShear Parallelto Grain to Grainto Grain (3)2 Lami- 4 or More4 or More nations to Lami-Laminations 15 in. Deep (6) nationsfor members without withModulus Compression 2 or More 4 or More 2 or 3 4 or More 3 2 with 4 or More 3 2 Special Special 2 or MoreCombination Species Grade of Perpendicular Lami- Lami- Lami- Lami- Lami- Lami- multiple piece Lami- Lami- Lami- Tension Tension Lami-Symbol Elasticity to Grain nations nations nations nations nations nations laminations (4) nations nations nations Lams Lams (7) nationsE F c⊥ F t F c F c F by F by F by F vy F vy F vy F vy F bx F bx F vx(10 6 psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi)Visually Graded Western Species1 DF L3 1.5 560 900 1550 1200 1450 1250 1000 105 210 200 180 1250 1500 2402 DF L2 1.6 560 1250 1950 1600 1800 1600 1300 105 210 200 180 1700 2000 2403 DF L2D 1.9 650 1450 2300 1850 2100 1850 1550 105 210 200 180 2000 2300 2405 DF L1 2.0 650 1600 2400 2100 2400 2100 1800 105 210 200 180 2200 2400 24022 (5) SW L3 1.0 315 525 850 675 800 700 550 80 155 145 130 725 850 17570 AC L2 1.3 470 975 1450 1450 1400 1250 1000 105 210 200 180 1350 1550 240Visually Graded Southern Pine47 SP N2M14 1.4 650 1200 1900 1150 1750 1550 1300 120 235 225 205 1400 1600 27048 SP N2D14 1.7 740 1400 2200 1350 2000 1800 1500 120 235 225 205 1600 1900 27049 SP N1M16 1.7 650 1350 2100 1450 1950 1750 1500 120 235 225 205 1800 2100 27050 SP N1D14 1.9 740 1550 2300 1700 2300 2100 1750 120 235 225 205 2100 2400 270Wet Service Factors (9) 0.833 0.53 0.8 0.73 0.73 0.8 0.8 0.8 0.875 0.875 0.875 0.875 0.8 0.8 0.8751. Design values in this table are for combinations conforming to AITC 117-2001 Design or APA-EWS Y117 and manufactured in accordance with American National Standard ANSI/AITC A190.1-1992.2. 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 forbending 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 3.1 are preferred for this condition ofloading.3. 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 shall be multipliedby 0.8. For the determination of radial tension design values (NDS 5.2.2), the design value for shear shall be multiplied by a factor of 0.7 for DF-L and SP or by 0.8 for all other species.4. 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. This reduction shall becumulative with the reduction in footnote (3).5. 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 x and E y ) shallbe reduced by 100,000 psi. When Coast Sitka Spruce, Coast Species, Western White Pine and Eastern White Pine are used in combinations for Softwood Species (SW) design values for shear parallel to grain(F vx and F vy ) shall be reduced by 10 psi.6. For members greater than 15 in. deep, values shall be reduced by multiplying by a factor of 0.88.7. 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.8. Species groups for split ring and shear plate connectors shall be determined by associated compression design values perpendicular to grain, F c⊥ , as follows:Species GroupF c⊥for Split Ring and(psi) Shear Plate Connectors650 or 740 A560 or 590 B315, 375, 470, or 500 C255 D9. 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 end of the table.APA – The Engineered Wood Association