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P9 <br />Project:Job No.:Calc. No.: Rev: <br />MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1 <br />Subject: Discipline: <br />Equipment anchorage support analysis Arch./Civil/Structural <br />Equipment: Cabinet <br />Equipment weight= 2800 lb <br />Lateral Loads <br />Seismic load: <br />Eh= 0.32 Wp= 895 lb 1 <br />Wind load: <br />Wind project area = 12.5 ft² <br />Wind load= 0.0 psf (equipment projected to wind? No ) <br />W= 0 lb <br />W < E (seismic control) <br />Fp= 895 lb <br />Load Condition : 0.9D+ 1.0E <br />Gravity center to base h= 2.9 ft <br />Bolt row = 2 total bolt number = 4 bolt space (S)=1.3 ft <br />Overturn moment=Fp x h x Ω =5223 lb-ft Ω =2 <br />Resistant moment = Weight x S/2= 1680 lb-ft <br />Uplift force at ea. bolt= 886 lb <br />Shear force at ea. bolt= 224 lb <br />Use min. (4) 1/2"Ø Hilti KB-TZ2 bolt with 3" embed. <br />N allow = 2069 lb >N req. = 886 lb OK <br />V allow = 2440 lb >V req. = 224 lb OK <br />(N req. / N allow + V req. / V allow ) = 0.52 < 1.2 OK <br />The existing cabinet base anchorage is sufficient. <br />Proposed anchorage of base per detail is sufficient. <br />The proposed cabinet is minor, and thus no retrofit is required for the existing impacted structure. <br />Requried Pullout Tension = 0 lb. Required Shear = 627 lb. <br />Fnt = 45 ksi (AISC Table J3.2) <br />Fnv = 27 ksi (AISC Table J3.2) <br />frv = #DIV/0! ksi ####Fnv/W = =13.5 ,where W =2 #### <br />F'nt = 1.3 Fnt - W/Fnv X frv = #########Fnt using ####ksi (AISC J3-3b) <br />frt = #DIV/0! ksi ####F'nt/W =#####ksi #### <br />Proposed L4x4x1/4 beam under cabinet with 1/2" Ø A307 at both ends are sufficient. <br /> Architecture - Engineering - Consulting <br />26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000 <br />Equipment Anchorage 5111 3%4 W Edinger Ave <br />#WCC014/30/2025