1313 75TH ST SW BLDG A 2025-11-07

G:=0.85 r.;.=' -tr-,t .,ccor per Section 26.11.4 KZ:=0.57 velc,c_iy l;cassuu expo:;Lice coefficient per Table 26.10-' KZt :=1.13 topographic factor per Kd:=0.95 wind directionality factor per Table 26.6-1, Footnote a Ke:=1 ground elevation factor per Section 26.9 ( V 12 qZ:=0.00256•KZ•KZt•Kd•e'l mph 1 ps f=18.6 psf velocity pressure per Equation 26.10-1 Cf:=0.6 ` J force coefficient per Figure 29.4-1 Ftankl '-gz'G•Cf•(Dtanklhtank1,=1300lbf design wind force on tank per Equation 29.4-1 1ft1w`=Ftankl 'COG, =6.7304 kip f t overturning moment on tank Seismic Loads Forces due to earthquakes will be determined using Chapters 11 and 15 of the ASCE 7 per Section 1613.1 of the IBC. The site-specific parameters below are as provided from the ASCE Hazard Tool. Seismic loads are considered to act on full tanks. D assu%ed seismic, soil class 1e:=1.50 seismic importance factor per Section 1.5.1 Ss:=1.369 mapped risk-targeted maximum considered earthquake spectral acceleration parameter at short periods per ASCE 7 Hazard Tool a 1.0 short-term site coefficient per Table 11.4-1 SMS:=a•Ss=1.369 mapped risk-targeted maximum considered earthquake spectral acceleration parameter at short periods adjusted for site class effects per Equation 11.4-1 2 design earthquake spectral response acceleration SDs:=3 SMS=0.913 parameter at short periods per Equation 11.4-3 As permitted by ASCE 7 Section 15.7.6, the tanks may be designed to resist the seismic forces calculated as if a rigid-body system per Section 15.4.2. Vtankl `=0.30•SDs'Tat1F•Ie=25245 lbf seismic base shear per Equation 15.4-5 P:=1.0 redundancy factor per Section 12.3— Ehl `=P'Vtankl =25245 lbf horizontal seismic load effect per Equation 12.4- Ev1 :=0.2•SDS-Wt1F=11220 lbf vertical seismic load effect per Equation 12.4-4a "1t1E`=Vtankl 'COG, =130.6645 kip ft overturning moment on tank i project 2405-0007 date 2/25/2025 PSE Peterson Structural Engineers,Inc. www.psengineers.com designer TJC sheet 13 of 46 PITEW STRUCTURAL ENGINEERS