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• 0 <br /> BOLTED CONNECTION (WOOD-TO-CONCRETE) single shear <br /> ANSI/AF&PA NDS-1997,Section 8.2.3 Licensed to: CWA Consultants <br /> BOLT <br /> Bolt Diameter(in) Commentary D 0.500 0.625 0.750 0.875 1.000 <br /> Bending Yield Strength of Bolt(psi) 8.1.1 Fyb 45000 45000 45000 45000 45000 <br /> Side Member <br /> Thickness of Main Member(in) tm 35 3.5 3.5 3.5 3.5 <br /> Angle of Load to Grain of Main Member(0-90 degree) re 0 0 0 0 0 <br /> Parallel Dowel Bearing Strength of Main Member(psi) Tbi 8A Fel 4800 4800 4800 4800 4800 <br /> Perpendicular Dowel Bearing Strength of Main Member(psi) Tb1 8A Fe2 2550 2250 2050 1900 1800 <br /> Dowel Bearing Strength of Main Member(psi) (8.2-7) Fem 4800 4800 4800 4800 4800 <br /> Concrete <br /> Required Dowel Bearing Strength of Concrete(psi) Tbl 8.2E Fem 6000 6000 6000 6000 6000 <br /> Required Thickness of concrete(in) TbI 8.2E tm 7 7 7 7 7 <br /> Commentary 8.2.3 <br /> Z 700 1090 1570 2030 2460 <br /> controls MODE IV MODE IV MODE IV MODE Ills MODE Ills <br /> Load Duration Considered <br /> Norma!Load Z, 700 1030 1570 2010., 2460 <br /> 1 +o/360 Ko 1.00 1.00 1.00 1.00 1.00 <br /> Fem/Fes Re 1.25 1.25 1.25 1.25 1.25 <br /> tm/is Rt 2.00 2.00 2.00 2.00 2.00 <br /> k1 0.805 0.805 0.805 0.805 0.805 <br /> k2' 1.142 1.154 1.168 1.185 1.204 <br /> k3 0.983 1.029 1.085 1.148 1.220 <br /> D 0.500 0.625 0.750 0.875 1.000 <br /> D is Fes 4 Ko MODE Is (8.2-2) 2100 2630 3150 3680 4200 <br /> k1 D is Fes i 3 6 Ka MODE 11 (8.2-3) 1880 2350 2820 3290 3760 <br /> WD tm Fern 32 (1 -2 Re! Ko MODE Illm (8.2-4) 2140 2700 3290 3890 45110 <br /> k3 D is Fem 3.2 (2-Re) Ko MODE Ills (8.2-5) 990 1300 1640 2030 2460 <br /> (D'213.2Ko) S?RT(2 Fem Fyb 3t, +Re)) MODE IV (8.2-6) 700 1090 1570 2140 2.800 <br /> V <br /> ¢ a ' <br /> s <br /> °f issto�� <br /> Copyright 2000 Forum Engineers - All Rights Reserved <br />