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Lateral Analysis: TRANE SXHMF7540, Weight = 11,271 # <br /> (Between Unit &Adapter Curb) RTU - 1 <br /> Seismic Design: <br /> FP={(0.4 aP Sos)x(1 +2z/h)xWp)/(Rdlp) = 0.46 WP <br /> FP MAX= 1.6 Sos lP WP = 1.47 Wp (Equation 13.3-2) <br /> FP MIN = 0.3 Sos IPWP = 0.27 Wp (Equation 13.3-3) <br /> Horizontal Force: FP =QE= 0.46 W = 5198 lbs. <br /> Vertical Force: E„= (±) 0.2 SDS W = 2070 lbs. <br /> From ASCE 7-16 Table 13.6-1: aP = 2.5 RP= 6.0 p= 1.0 <br /> IP= 1.00 per ASCE 7-16 Section 13.1.3 WP= 11300.0 lbs. <br /> Mean Roof Height(h): 28.5 ft. Comp. Attachment Height(z): 28.5 ft. <br /> Ground Motion: SMS = Fa*Ss= 1.374 Sps= (2/3)*SMS= 0.916 <br /> ASCE7-16, 2.4.5 8. 1.01)+ 0.7E„+ 0.7Eh from Eh = p QE= 5198 lbs. <br /> 9. 1.01)+ 0.525E„+0.525Eh+ 0.75L+0.75S <br /> 10. 0.61) -0.7E„+0.7Eh <br /> Mech Unit: W= 114.000 in. L= 392.500 in: (L>W) <br /> H = 73.600 in. C.G. = 36.800 in. Center of Gravity <br /> Weight= 11300.00 lbs.( Unit Weight+ Misc) <br /> 0.7 Eh = 3639 lbs. <br /> Check Overturning (ASD) : <br /> T,= C,= 0.7 [Eh*(C.G.) + (E„/2)]/369" = 365 lbs.---> No Uplift <br /> T2= C2= 0.7 [Eh* (C.G.) + (E /2)]/ 110" = 1224 lbs.---> No Uplift <br /> EQ 8&9: 1.01)= 1.0(Wp/2) = 5650 lbs. <br /> EQ 10: 0.613=0.6 (Wp/2) = 3390 lbs. <br /> (ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Effects 8.9.10.) <br /> Wind Design : Exposure'B', 97 mph, 40 ft(Max. Height) <br /> qz= 0.00256(KZ)(KZt)(Kd)(Ke)V2= 19.46 psf> 16 psf. : Eq. 26.10-1 <br /> KZ= 0.76 : Velocity presure exposure coefficient per ASCE 7-16 Table 26.10-1 <br /> Kn= 1.00 : Topographic factor per ASCE 7-16 Section 26.8.2 <br /> Kd = 0.85 : Wind directionality factor, per ASCE 7-16 Table 26.6-1 (roof top equipment) <br /> Ke= 1.00 : Ground elevation factor, per ASCE 7-16 Section 26.9. <br /> V pit. 100.00 : Basic wind speeds(Risk Category ll) per ASCE 7-16 Figure 26.5-1 B <br /> Fh=qZ(GCr)Af:(Horiz: GCr= 1.9) : Eq.29.4-2 & F„=qZ(GCr)A,: (Vertical Uplift: GCr= 1.5) : Eq. 29.4-3 <br /> ASCE7-16, 2.4.1 5. 1.01)+ 0.6W <br /> 6. 1.013 +0.75L+0.75(0.6W)+ 0.75(Lr or S or R) <br /> 7. 0.61)+ 0.6W <br /> Check Overturning (ASD) : <br /> (ASD) : Fhl = 0.6x(Fh) (WxH) = 1292 lbs. <br /> Ti = C, = 0.6x(F„)x[W*H2/2]/369" = 102 lbs.---> No Uplift <br /> (ASD) : Fh2= 0.6x(Fh) (LxH) = 4450 lbs. <br /> T2= C2= 0.6x(F )x[L*H2/2]/ 110"= 1175 lbs.---> No Uplift <br /> EQ 5&6: 1.01)= 1.0 (Wp/2) = 5650 lbs. <br /> EQ 7: 0.613=0.6 (Wp/2) = 3390 lbs. <br /> (ASCE 7-16 Section 2.4.1 Basic Combination with Wind Load Effects 5.6.7.) <br /> I-TT <br />