Laserfiche WebLink
SHUTLER JOB brb.A.AA'1 <br /> MEIN CONSULTING SHEET No. ° I OF <br /> MINFr_ ENGINEERS, INC. <br /> CALCULATED BY f✓� <br /> 12503 BEL-RED ROAD,Suite 100 DATE VO 10-1 <br /> Bellevue,WA 98005 <br /> (425)450-4075 -- FAX(425)450-4076 <br /> SCALE <br /> BRACE FRAME HSS ROUND COLUMN DESIGN <br /> Column Section HSS14.000x0.625 Axial Dead Load (ASD) 54.80 kips <br /> Sectioon Properties Axial Snow Load (ASD) 76.70 kips <br /> Area 24.5 in.2 Axial Live Load (ASD) 0.00 kips <br /> Diameter 14.0 in. Seismic Comp. Load(LRFD) 157.50 kips <br /> Wall Thickness 0,581 in. Seismic Tension Load (LRFD) 119.00 kips <br /> D/t 24.1 in. SDS 0.84 <br /> 552.0 in. 2.00 <br /> S 78.9 in. Column Length 33.67 feet <br /> r 4.75 in. K 1.00 <br /> Z 105.0 in. �'�t 0.90 <br /> Steel Properties <br /> Maximum Axial Forces E = 29000 ksi <br /> Pu= (1.2+0.2SDS)D+1.0L+0.2Snow+QcQE = 405.26 kips (Compression) Fy= 46.0 ksi <br /> Pu= (0.9-0.2SDS)D-OGQE = -197.84 kips (Tension) <br /> is <br /> Check Local Buckling (A < A,,,,) <br /> hd = 0.038 * Es/Fy - 23.96 <br /> 't, . = D I t = 24.10 Dlt too great !!!! <br /> Check Slenderness <br /> K* L/r< 200 <br /> K* L/r = 85.06ok <br /> Compressive strength of column <br /> Fe= (YE)/((KL/r)2) = 39.56 ksi <br /> 4.71 *(SQR(E/Fy) = 118.26 <br /> When KL/r<4,71*(SQR(E/Fy)) <br /> For=(.658^tyre) * Fy = 28.27 ksi <br /> When KL/r> 4.71*(SQR (E/Fy)) <br /> For= 0.877 Fe = N.A. ksi <br /> Pn= For Ag = 692.71 kips <br /> d)cPn - 623.44 kips Column is adequate for compression <br /> Tensile Strength of Column <br /> Pn=Fy Ag = 1127.0 kips <br /> 4)tP„ - 1014.3 kips Column is adequate for tension <br /> BF Pipe Column Design - Modified 3-15-17 <br />