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JOHNSTON PROJECT NO: SHEET NO: OF: <br />1935000706 2 .13 r <br />BU`RKHOLDER PROJECTNAME: <br />JBAAsSOCIATES #0706 - Zephyrhills, FL <br />consulting structural engineers MADE BY: DATE: <br />MAV 03/26/19 <br />930 CENTRAL, KANSAS CITY, MISSOURI 64105CHECKED BY: DATE: <br />PH: (816) 421-4200 WEB: www jbaengr.com <br />Lateral Seismic Analysis <br />2017 FBC / IBC 2015 /ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) <br />Braced Down Aisle <br />Store Latitude/Longitude <br />Response Modification Factor, R = <br />4.0 6.0 <br />ASCE-7, Table 15.4-1 Coordinates (per Google): <br />Overstrength Factor, Omega, IIc = <br />2.0 <br />ASCE-7, Table 15.4-1 N 28° 16' 11" 28.2697 <br />Deflection Amplification Factor, Cd = <br />3.5 <br />ASCE-7, Table 15.4-1 W 82° 11' 29" 82.1911 <br />Detail Reference Section = <br />15.5.3 <br />ASCE-7, Table 15.4-1 <br />Occupancy Category = <br />II <br />IBC, Table 1604.5 <br />Importance Factor, IP = <br />1.5" <br />ASCE-7 Sect. 15.5.3 <br />0.2 Second Period Accel., SS = <br />0.058 g <br />IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14 <br />1.0 Second Period Accel., S, = <br />0.032 g <br />IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14 <br />(Soil) Site Class = <br />D <br />IBC 1613.3.2 -> ASCE-7, Table 20.3-1 <br />Fa = <br />1.60 <br />IBC Table 1613.3.3(1), ASCE-7 Table 11.4-1 <br />Fv = <br />2.40 <br />IBC Table 1613.3.3(2), ASCE-7 Table 11.4-2 <br />SMS = <br />0.093 g <br />IBC eq. 16-37, ASCE-7 eq. 11.4-1 <br />SM, = <br />0.077 g <br />IBC eq. 16-38, ASCE-7 eq. 11.4-2 <br />SDS = <br />0.062 g <br />IBC eq. 16-39, ASCE-7 eq. 11.4-3 <br />Sp, = <br />0.051 g <br />IBC eq. 16-40, ASCE-7 eq. 11.4-4 <br />Seismic Design Category <br />--based on Sos = <br />A <br />IBC Table 1613.3.5(1), ASCE-7 Table 11.6-1 <br />-- based on So, = <br />A <br />IBC Table 1613.3.5(2), ASCE-7 Table 11.6-2 <br />Shelving Fixture <br />Rack Fixture <br />CS = 0.015 <br />Cs, min = 0.010 <br />Period, T (Hrack < 96") = <br />Period, T (96" < Hrack) = <br />Cs (Hrack < 96") = <br />Cs (96" < Hrack) = <br />CS, min = <br />Base Shear: <br />Braced <br />0.259 <br />0.615 <br />0.015 <br />0.015 <br />0.010 <br />RMI sect. 2.6.3 <br />RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 <br />Down Aisle <br />1.262 sec. - RMI sect. 2.6.3 <br />1.645 sec. - RMI sect. 2.6.3 <br />0.007 -> min[ SDS/R , SD1/((T)(R)) ] <br />0.005 --> min[ SDS/R , SD1/((T)(R)) ] <br />0.010 -> RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 <br />Braced Down Aisle <br />V (Hrack < 96") = CsIPW. = 0.023 0.015' Ws RMI sect. 2.6.2 <br />V (Hra,*> 96") = CSIPWB = 0.023 0.015' Ws RM V sect. 2.6.2 <br />