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Project Advent Health 0 <br /> ROSS BRYAN ASSOCIATES, INC. Sheet No. 5 of 7 <br /> Model AHS-L-S-IL-150 CONSULTING ENGINEERS Job No. 18 4652 <br /> By EOS to&o NASHVILLE,TN Date 9/27/18 <br /> CHECK WELD OF COLUMN TO BASE PLATE: <br /> Safety Factor for Welds: 0= 2.00 AISC Specification J2 <br /> Fillet weld size = 3/16 Sweid= 2•29 in' Stiffener fillet weld size= 0 <br /> Wind Load and Moment: M = 4.65 k-ft Pw= 1.24 kips <br /> Transverse Load In Weld = (M/Sweld)*(effective throat) = 3.23 kips/in <br /> Longitudinal Load In Weld = P/(Lweid) = 0.28 kips/in <br /> Total Load In Weld = Transverse + Longitudinal = 2.43 kips/in AISC Specification J2-5 <br /> (1+0.5*sin1-5(D) (1+0.5*sin1.5a)) <br /> Weld Design Strength, RJn= (0.6*Fe.)*(Effective Throat)/Cl AISC Specification J2 <br /> RnM = 2.79 kips/in > 2.43 kips/in O.K. <br /> CHECK BASE PLATE AND ANCHOR BOLTS: <br /> LRFD Load Combinations: D+0.6W ASCE 7-10,Section 2.4 <br /> Safety Factors: Ob= 1.67 AISC Specification F1 <br /> Q,= 1.67 AISC Specification E1 <br /> Oboit= 2.00 AISC Specification J3 <br /> Base Plate: Diameter, D= 9 in. Dia.to Bolts, d = 7 in. Fy= 36 ksi <br /> Anchor Rods: No. of Bolts= 4 Slot Length = 2 in. <br /> Size of Bolts= 3/4 in. Bolt Spacing= 4.95 in. <br /> ASTM Designation= A36 Threaded <br /> Tensile Stress, F„= 58 ksi Base Plate Separation= 3 in. <br /> Wind Load Moment: M = 4.65 k-ft Dead Load at Base: Pd= 0.55 kips <br /> Max Anchor Tens.: T= 5.50 kips Capacity: Rnt/O= FntAb/Q= 9.61 kips O.K. <br /> Max Anchor Comp.: P= 5.77 kips Capacity: Rnc/12= FcrAb/.o= 9.40 kips O.K. <br /> Max Anchor Shear: V= 2.20 kips Capacity: RnA)= Fn,Ab/O= 5.77 kips O.K. <br /> Combined Tension and Shear: R'nt/Q= 9.61 kips > T= 5.50 kips O.K. <br /> Plate Thickness: tmin= 1 in. Use 1 " Min <br /> Bolt Torsion Resistance: Number of Turns Past Snug Tight: 1/3 <br /> Normal Force= 15.90 kips Friction Force = 2.23 kips <br /> Torsional Force= 1.89 kips < 2.23 kips O.K. <br />