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By........G..,,,oHANIAN..... RACK DESIGN & ENGINEERING CO. SHEET NO............ <br /> DATE.$.-8-2923........ 4t2 7E T BROAD�AY, ourrE #204 JOB NO....R —21510 <br /> LENDALE, dA. 91,204 <br /> SUBJECT.......................... E—MAIL: rackde$ignipgmail.com <br /> COLUMN DESIGN <br /> 3" <br /> M Fy=55 KSI rX=60i1� =50 Fe= 't2xE 116 Xc= Fy/Fe = 0.69 <br /> Ae=.62 rx <br /> I =.95 KL= 30 =27 2 <br /> r� x - -X $8= 6 ry 1.1 Fn=Fy(.658 xc )=45 KSI xc<1.5 <br /> t=.07" rx 1.2 Mn=Se.FY 35 <br /> 14 GA. r =1.1 P,n=F,., .Ae = 28.0 K <br /> Y <br /> COMBINED STRESS RATIO <br /> Pex—fit E.Ix-77.0 Sic=1.8 S2c•P+C)b.Cmx.M _.69<1 <br /> i2cP = �2b=1.67 <br /> ax=1— Pex •93 <br /> Cmx=.85 <br /> 3.2K 10.9"K � <br /> BASE PLATE <br /> ANCH. TENSION = .22 K Q Q t=3/8" <br /> ANCHOR SHEAR — .19 K Q Q <br /> (2)-1/2"0 ANCHORS PER BASE PL, 3 1/2" EMB. <br /> SIMPSON STRONG BOLT 2 ESR-3037 e <br /> PERIODIC SPECIAL INSPECTION IS REQUIRED 6„ <br /> all <br /> MOMENT AT BEAM CONNECTION <br /> .5x.07x1 x65=2.3 K BEARING CAPACITY 9.8 K <br /> OF COL. HOLE <br /> 7/16"0 RIVET <br /> A = .1 Fy = 79 KSI <br /> 10.4'K ® ® 10.4"K <br /> Pa —_ .1 x79x.4 —_ 3 K <br /> Ma = (2.3 Kx6")+(1.5Kx4") = 19.8"K 4 PIN CONN. <br /> CONN. <br /> �MEND <br /> —.01 XW 12— 1.0 K <br /> 10.9"K <br /> M = 10.4"K M = 11.4"K <br /> SEISMIC TOTAL <br />