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Project: Advent Health ROSS BRYAN ASSOCIATES, INC. Sheet No. 5 of 7 Model P/PE-15-NIL/IL-150 CONSULTING ENGINEERS Job No. 184652 By EOS dro&00 NASHVILLE,TN Date 9/27/18 CHECK WELD OF COLUMN TO BASE PLATE: Safety Factor for Welds: 0= 2.00 AISC Specification J2 Fillet weld size = 1/4 SWeid= 6.56 in Stiffener fillet weld size= 1/4 Wind Load and Moment: M = 30.47 k-ft PW= 3.29 kips Transverse Load In Weld = (M/SWeid)*(effective throat) = 9.85 kips/in Longitudinal Load In Weld = P/(LWeid) = 0.50 kips/in Total Load In Weld = Transverse + Longitudinal = 7.06 kips/in AISC Specification J2-5 (1+0.5*sin1*5(D) (1+0.5*sinL5(D) Weld Design Strength, Rn/f2= (0.6*Fe.)*(Effective Throat)/0 AISC Specification J2 Rn/fZ = 3.71 kips/in < 7.06 kips/in USE 3/8 in. stiffeners Total Load in Weld With Stiffeners= 3.35 kips/in < 3.71 kips/in O.K. CHECK BASE PLATE AND ANCHOR BOLTS: LRFD Load Combinations: D+0.6W ASCE 7-10,Section 2.4 Safety Factors: f)b= 1.67 AISC Specification F1 Oc= 1.67 AISC Specification E1 Oboit= 2.00 AISC Specification J3 Base Plate: Diameter, D= 18 in. Dia.to Bolts, d = 15 in. Fy= 36 ksi Anchor Rods: No. of Bolts= 4 Slot Length = 2 in. Size of Bolts= 1 in. Bolt Spacing= 10.61 in. ASTM Designation= A36 Tensile Stress, F„= 58 ksi Base Plate Separation = 1 in. Wind Load Moment: M = 30.47 k-ft Dead Load at Base: Pd= 1.98 kips Max Anchor Tens.: T= 16.74 kips Capacity: Rnt/O= FntAb/O= 17.08 kips O.K. Max Anchor Comp.: P= 17.73 kips Capacity: Rn,/Q= F«Ab/12= 16.92 kips Within 5% Max Anchor Shear: V= 2.75 kips Capacity: Rnv/O= Fn,Ab/O= 10.25 kips O.K. Combined Tension and Shear: R'nt/f2= 17.08 kips > T= 16.74 kips O.K. Plate Thickness: tmin= 1 in. Use 1 1/4 " Min Bolt Torsion Resistance: Number of Turns Past Snug Tight: 1/3 Normal Force= 28.27 kips Friction Force = 3.96 kips Torsional Force= 1.93 kips < 3.96 kips O.K.