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JOHNSTON PROJECT NO: SHEET NO: OF: lT 1935000706 1 13 im BURKHQLDER PROJECT NAME: ASSOCIATES #0706 - Zephyrhills, FL consulting structural engineers MADE BY: DATE: MAV" 03/26/19 930 CENTRAL, KANSAS CITY, MISSOURI 64105 CHECKED BY: DATE: PH: (8!6) 421-4200 WEH: www jhaengrxom Lateral Seismic 3C 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Braced Down Aisle Response Modification Factor, R = 4.0 6.0 Overstrength Factor, Omega, Q, = 2.0 Deflection Amplification Factor, Cd = 3.5 Detail Reference Section = 15.5.3 Occupancy Category = II Importance Factor, IP = 1.0 0.2 Second Period Accel., SS = 0.058g 1.0 Second Period Accel., S, = 0.032 g (Soil) Site Class = D' Fa = 1.60 Fv = 2.40 SMs = 0.093 g SMt = 0.077 g SDS = 0.062 g SD1 = 0.051 g Seismic Design Category --based on SDS = A -- based on SD1 = A Shelving Fixture Store Latitude/Longitude ASCE-7, Table 15.4-1 Coordinates (per Google): ASCE-7, Table 15.4-1 N 28° 16' 11c' 28.2697 ASCE-7, Table 15.4-1 W 82' 1r 28" 82.1911 ASCE-7, Table 15.4-1 IBC, Table 1604.5 ASCE-7 Sect. 15.5.3 IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14 IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14 IBC 1613.3.2 -> ASCE-7, Table 20.3-1 IBC Table 1613.3.3(1), ASCE-7 Table 11.4-1 IBC Table 1613.3.3(2), ASCE-7 Table 11.4-2 IBC eq. 16-37, ASCE-7 eq. 11.4-1 IBC eq. 16-38, ASCE-7 eq. 11.4-2 IBC eq. 16-39, ASCE-7 eq. 11.4-3 IBC eq. 16-40, ASCE-7 eq. 11.4-4 IBC Table 1613.3.5(1), ASCE-7 Table 11.6-1 IBC Table 1613.3.5(2), ASCE-7 Table 11.6-2 CS = 0.015 RMI sect. 2.6.3 C5, min = 0.010 RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Base Shear, V =Csl W = 0.015 W RMI sect. 2.6.2 Rack Fixture Period, T (Hrack 5 96") = Period, T (96" < Hrack) = Cs (Hrack 5 96") = CS (96" < Hrack) = C., min = Base Shear: Braced Down Aisle 0.259 1.262 sec. - RMI sect. 2.6.3 0.615 1.645 sec. - RMI sect. 2.6.3 0.015 0.007 -> min[ SDS/R , SDI/((T)(R)) ] 0.015 0.005 --> min[ SDS/R , SDI/((T)(R)) ] 0.010 0.010 -> RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Braced Down Aisle V (Hr a 5 96") = CSIpWB = 0.015 0.010 Ws RMI sect. 2.6.2 V (H,ck> 96") = CslpWs, = 0.015 0.010 Ws RMI sect. 2.6.2 Load Combinations for LRFD Member Design (RMI, Section 2.2): for RISA Frame analysis DL = Dead Load LC #1: 1 ADL + 1.2PL PL = Maximum load from pallets/product stored on racks LC #2: 1.2DL + 1 APL EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution LC #6a: (0.9-0.2SDS)DL + (0.9-0.2SDS)PLapp + (1.0)EL <--- EL and PLapp = (0.67)PL at each shelf level 0.8876 DL 0.8876 PLaPP 1.0000 EL LC #6b: (0.9-0.2SDS)DL + (0.9-0.2SDS)PLaPP + (1.0)EL <--- EL and PLapp = (1.0)PL at top shelf only 0.8876 DL 0.8876 PLapp 1.0000 EL LC #5: (1.2+0.2SDS)DL + (0.85+0.2SDS)PL + (1.0)EL 1.2124 DL 0.8624 PL 1.0000 EL