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Project. Advent Health ROSS BRYAN ASSOCIATES, INC. Sheet No. 5 of 7 <br /> Model DB/DE-48-NIL/IL-150 CONSULTING ENGINEERS Job No. 184652 <br /> By EOS f&OO NASHVILLE,TN Date 9/27/18 <br /> CHECK WELD OF COLUMN TO BASE PLATE: <br /> Safety Factor for Welds: O= 2.00 AISC Specification J2 <br /> Fillet weld size = 3/16 SWeid= 1.42 in Stiffener fillet weld size= 0 <br /> Wind Load and Moment: M = 1.62 k-ft PW= 0.51 kips <br /> Transverse Load In Weld = (M/SWeid)*(effective throat) = 1.82 kips/in <br /> Longitudinal Load In Weld = P/(LWeid)= 0.14 kips/in <br /> Total Load In Weld = Transverse + Longitudinal = 1.36 kips/in AISC Specification J2-5 <br /> (1+0.5*sin1'5()) (1+0.5*sini's0) <br /> Weld Design Strength, R„/f2= (0.6*Fe.)*(Effective Throat)/0 AISC Specification J2 <br /> Rn/0 = 2.79 kips/in > 1.36 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: 14= 1.67 AISC Specification F1 <br /> QC= 1.67 AISC Specification E1 <br /> Oboit= 2.00 AISC Specification J3 <br /> Base Plate: Diameter, D= 8.5 in. Dia. to Bolts, d = 6.5 in. Fy= 36 ksi <br /> Anchor Rods: No. of Bolts= 4 Slot Length= 2 in. <br /> Size of Bolts= 3/4 in. Bolt Spacing= 4.60 in. <br /> ASTIVI Designation= A36 Threaded <br /> Tensile Stress, F„= 58 ksi Base Plate Separation = 3 in. <br /> Wind Load Moment: M = 1.62 k-ft Dead Load at Base: Pd= 0.23 kips <br /> Max Anchor Tens.: T= 2.06 kips Capacity: Rnt/O= FntAb/O= 9.61 kips O.K. <br /> Max Anchor Comp.: P= 2.18 kips Capacity: RnJS2= F«Ab/0= 9.40 kips O.K. <br /> Max Anchor Shear: V= 0.51 kips Capacity: Rnv/f2= FnvAb/f2= 5.77 kips O.K. <br /> Combined Tension and Shear: R'nt/f2= 9.61 kips > T= 2.06 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= 0.39 kips < 2.23 kips O.K. <br />