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BY. G. GHANIAN RAdK DE$I( N Sc EN(IINEERINc dO. SHEET NO 3 <br /> DATE. 4-2-2024 412 imp BROADWAY, SUITE #204 JOB NO.. RD-21421 <br /> LENDALE, dA. 91204 <br /> SUBJECT E- t.IL: rackdepignlOginail.com <br /> COLUMN DESIGN <br /> 3" <br /> \ 14 <br /> I\ Fy=55 KSI KX=881120 =71 Fe= KEZ=58 Xc =�Fy/Fe = 0.98 <br /> Ae=.62 (rL <br /> KL= 36 2 <br /> e= 6 ry 1.1 =33 Fn=Fy(.658 c )=37 KSI Xc<1.5 <br /> ' —X S <br /> t=.07" r 1.2 Mn=Se•Fy 35 <br /> 14 GA. rx=1.1 Pn=Fn .Ae = 23.0 K <br /> y <br /> COMBINED STRESS RATIO <br /> ii_2E.Ix_ S2c.P S2b.Qmx.M <br /> Pex= (KEL —36.0 0c_1.8 c. + .Cmx. =.90<1 <br /> S2cP — S2b=1.67 <br /> ax=1— ----- .88 <br /> Pex Cmx=.85 <br /> 2.4K 12.3"K <br /> BASE PLATE 1 '/ <br /> ANCH. TENSION = .82 K IQ <br /> t=3/8" <br /> ANCHOR SHEAR = .14 K Ig °I <br /> 0 i 1 0 <br /> (2)-1/2"0 ANCHORS PER BASE PL., 3 1/2" EMB. ,,,, . .. •• , .. •• 'in _1_ !I —I--- — <br /> HILTI KWIK BOLT—TZ2 ESR-4266 {_ e O <br /> PERIODIC SPECIAL INSPECTION IS REQUIRED 6" <br /> MOMENT AT BEAM CONNECTION <br /> .5x.07x1 x65=2.3 K BEARING CAPACITY 8.2 — <br /> OF COL. HOLE )1 <br /> 7/16"0 RIVET <br /> A = .1 Fy = 79KSI r- - ® ® , <br /> Pa = .1x79x.4 = 3K 10.2 K I ® ® I 10.2 <br /> Ma = (2.3Kx6")+(1.5Kx4") = 19.8•`K 4 PIN CONN. I0 0l _.) <br /> CONN. <br /> I I <br /> MEND—.01XW12= 2.2 "K /^- J- <br /> 1 2.3 K <br /> M = 10.2"K M = 12.4"K <br /> SEISMIC TOTAL <br /> 36 <br />