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<br />PROJECT SimonMed Santa Ana <br />PROJECT NO. 2023-0187 DATE 6/11/2024 <br />CLIENT BY PJP PAGE NO. <br /> <br /> <br /> <br /> <br />U-ARM EQUIPMENT ANCHORAGE <br />BASE ANCHORED TO CONCRETE W/ L-BRACKETS & WALL ATTACHMENT W/ L-BRACKETS TO METAL STUD WALL <br />(ASCE 7-16) <br /> UnitID = Konica U-ARM <br /> <br />Unit Dimensions; Width = 12 in; Depth = 18 in; <br /> Height = 82 in; <br /> Hcg = 70 in; dcg = 18 in; <br /> <br />Unit Weight; Wp = 882 lb <br />Anchor Dims; bT = 56 in; HT = 79 in <br /> bB = 62 in; dB = 23 in <br /> <br /> <br /> <br />Seismic Forces (ASCE 7-10, Ch 13) <br />Unit Parameters; ap = 1.0; Rp =2.5; Ω0 = 2; <br />Building Parameters; Sds = 1.451; Ip = 1; <br />Location within Building; z = 1 ft; h = 1 ft; <br /> <br />Fpcalc = 0.4*ap*Sds*Ip*(1+2*(z/h))/Rp = 0.696; * Wp <br />Fpmin = 0.3*Sds*Ip = 0.435; * Wp; Fpmax = 1.6* Sds* Ip = 2.322; * Wp <br />Fp = ifelseif(Fpcalc< Fpmin, Fpmin, Fpcalc> Fpmax, Fpmax, Fpcalc) <br />Controlling Seismic Horizontal Force; Fp = 0.696; * Wp <br /> <br />Check Anchors at Base of Unit (Concrete Anchors) <br />Load Combination; EF = Ω0 = 2.0 <br /> <br />Shear, Fp Acting Away From Wall; VFB = (EF*Fp*Wp)*(1 - Hcg/HT)/2 = 70 lb <br />Shear, Fp Acting Parallel to Wall; VSS = (EF*Fp*Wp*dcg/bB)*(1 - Hcg/HT)/2 = 20 lb <br /> <br />Maximum Demands based on 100% / 30% Loading in Orthogonal Directions <br /># Connections to Structure Total; ;NB = 4 <br />Shear Demand to Connection; V = max(VFB + 0.3*VSS, 0.3*VFB + VSS)/NB = 19 lb <br /> <br />Anchor Description; AnchorC = 3/8”Ø HILTI KB-TZ2 w/ 2” embed <br />Shear Capacity; φVnB = 2079 lb; V/φVnB = 0.01 <br />Check = if(V/φVnB > 1.0, “No Good, V/φVnB > 1.0”, “OK”) <br /> <br />Demand Capacity Ratio;; DCR = V/φVnB = 0.01; Check = "OK" <br /> <br /> <br />Check Connection at Top of Unit (Metal Stud Wall) <br />Load Combination; EH = 0.7; <br /> <br />39 1401 N Tustin Ave Unit# <br />170 - TI1/27/2025