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Project, Advent Health ROSS BRYAN ASSOCIATES, INC. Sheet No. 5 of 7 <br /> 00 <br /> Model L-6-IL/NIL-150 CONSULTING ENGINEERS Job No. 184652 <br /> By EOS II& 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= 3.45 in Stiffener fillet weld size = 0 <br /> Wind Load and Moment: M = 7.67 k-ft Pw= 1.78 kips <br /> Transverse Load In Weld = (M/Sweid)*(effective throat) = 3.54 kips/in <br /> Longitudinal Load In Weld = P/(Lweid) = 0.32 kips/in <br /> Total Load In Weld = Transverse + Longitudinal = 2.68 kips/in AISC Specification J2-5 <br /> (1+0.5*sin'-'0) (1+0.5*sin1.s(D) <br /> Weld Design Strength, Rjn= (0.6*Fe,,,)*(Effective Throat)/Cl AISC Specification J2 <br /> RnM = 2.79 kips/in > 2.68 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: S2b= 1.67 AISC Specification F1 <br /> 0c= 1.67 AISC Specification E1 <br /> C)boit= 2.00 AISC Specification J3 <br /> Base Plate: Diameter, D= 12 in. Dia.to Bolts, d = 9 in. Fy= 36 ksi <br /> Anchor Rods: No.of Bolts= 4 Slot Length = 2 in. <br /> Size of Bolts= 1 - in. Bolt Spacing= 6.36 in. <br /> ASTM Designation = A36 Threaded <br /> Tensile Stress, F„= 58 ksi Base Plate Separation= 3 in. <br /> Wind Load Moment: M = 7.67 k-ft Dead Load at Base: Pd= 0.80 kips <br /> Max Anchor Tens.: T= 7.03 kips Capacity: RnA= FntAb/12= 17.08 kips O.K. <br /> Max Anchor Comp.: P= 7.43 kips Capacity: Rnc/Q= FcrAb/C2= 16.80 kips O.K. <br /> Max Anchor Shear: V= 2.99 kips Capacity: Rnv/O= Fn Ab/()= 10.25 kips O.K. <br /> Combined Tension and Shear: R'nt/Ll= 17.08 kips > T= 7.03 kips O.K. <br /> Plate Thickness: tmin= 1 in. Use 1 1/4 " Min <br /> Bolt Torsion Resistance: Number of Turns Past Snug Tight: 1/3 <br /> Normal Force= 28.27 kips Friction Force= 3.96 kips <br /> Torsional Force= 2.54 kips < 3.96. kips O.K. <br />