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BY ........ G..,,,oHANIAN..... RACK DESIGN & ENGINEERING CO. SHEET No...........3............ <br />DATE.5-3-202.2....... . 4i2'7E T BROAD7AY, oUITE #204 JOB NO....RD-20890 <br />LENDALE, dA. 91,204 <br />SUBJECT T .......................... E—MAIL: rackdegignipgmail.com <br />COLUMN DESIGN <br />3" <br />M Fy=55 KSI rx =60i1� =48 Fe= lt2xE 124 Xc= Fy/Fe = 0.67 <br />Ae=.62 rx <br />I =.95 KL _ 36 =33 2 <br />x rY 1.1 Fn=FY(.658 xc )=4.6 KSI Xc<1.5 <br />x S e =. 6 <br />t=.07" r 1.2 Mn =Se . FY 35 <br />14 GA. rx=1.1 Pn=F,,, .Ae = 28.0 K <br />Y <br />COMBINED STRESS RATIO <br />Pex= (L2 2 =77.0 Sic=1.8 <br />i2cP = i�b=1 .67 <br />ax=1—Pex •89 <br />Cmx=.85 <br />BASE PLATE <br />ANCH. TENSION = 0 <br />ANCHOR SHEAR = .21 K <br />Qc.P + Ob.Cmx. M = .84 <br />Pr M,n.ax <br />(2)-1 /2"0 ANCHORS PER BASE PL., 3 1 /2" EMB. <br />HILTI KWIK BOLT—TZ ESR-1917 = <br />PERIODIC SPECIAL INSPECTION IS REQUIRED <br />MOMENT AT BEAM CONNECTION <br />5x.07x1 x65=2.3 K <br />7/16"0 RIVET <br />A = .1 Fy = 79 KSi <br />Pa = .1 x79x.4 = 3 K <br />BEARING CAPACITY <br />OF COL. HOLE <br />Ma = (2.3 Kx6")+(1.5Kx4") = 19.8"K 4 PIN CONN. <br />CONN. <br />M END = .01 XWI 2= 3.6 K <br />M=9.8K M=14.1 K <br />SEISMIC TOTAL <br />9.8 K <br />41.7K 11.7"K � <br />9.8 K <br />j <br />