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411111.A.11.v SHUTLER JOB etv.y.1)4434) <br /> milimCONSULTING SHEET No. t-'%1' OF <br /> MEW W ENGINEERS, INC. CALCULATED BY Cst- <br /> 12503 BEL-RED ROAD,Suite 100 DATE 1+4))Qt1 ()' <br /> e' Bellevue,WA 98005 <br /> k., (425)450-4075 -- FAX(425)450-4076 SCALE <br /> BRACE FRAME BRACE DESIGN <br /> Brace Section HSS8x8x.625 Axial Dead Load 0.00 kips <br /> Section Properties Axial Snow Load 0.00 kips <br /> Weight 59.11 lbs/ft Axial Live Load 0.00 kips <br /> Thickness 0.58 in. Seismic Compression Load(LRFD) 163.20 kips <br /> Area 16.40 in,2 Seismic Tension Load (LRFD) 252.20 kips <br /> b/t 10.80 SDS 0.836 <br /> h/t 10.80 p 1.00 <br /> Ix 146.00 in:* C/0 2.00 f <br /> SX 36.50 ID." Brace Length 34.30 feet <br /> rX 2.99 in. K 1.00 <br /> ZX 44.70 in." `Po,t 0.90 i. <br /> ly 146,00 in.4 Steel Properties <br /> Sy 36.50 in." E= 29000 <br /> ry 2.99 in. Fy= 50 ksi I <br /> Zy 44.70 in.' Ry= 1.40 <br /> Maximum Axial Forces <br /> Pu= (1.2+0.2SDs)D+1.0L+0.2Snow+pQE -- 163.20 kips (Compression) <br /> Pu=(0.9-0.2S17S)D-pQE = -252.20 kips (Tension) <br /> Check Local Buckling (X<A,,,,) <br /> Xhd=0.55*SQR(Es/Fy) = 13.25 <br /> X = b/t = 10.80ok i <br /> Compressive strength of Brace <br /> K*L/r = 137.66 KI/r<200, O.K. <br /> Fe=.(772E)I((KL/r)2) = 15.10 ksi <br /> 4.71 * (SQR(E/RyFy) = 95.87 <br /> When KL/r <4.71 *(SQR(E/RyFy)) <br /> Fore=(•658"R'Fy/Fe)*RyFy = N.A. ksi <br /> When KL/r > 4.71 *(SQR(E/RyFy)) 11' <br /> Fere=0.877 Fe = 13.25 ksi <br /> Pn= Fore Ag = 217.24 kips <br /> cPeP,i = 195.51 kips Brace is adequate for compression <br /> Expected brace strength in compression = 1.14*Fore*Ag= 247.65 kips <br /> f, Post buckling strength=0.3*expected brace strength in compression = 74.29 kips <br /> Tensile Strength of Brace <br /> Pn= Fy Ag = 820.00 kips <br /> 1ztPn = 738.00 kips Brace is adequate for tension <br /> BF HSS square brace-modified 3-14-17 <br />