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Lateral Analysis: TRANE THC067E4ROA (5 Tons), Weight = 915 # <br /> (Between Unit & Existing Curb) <br /> Seismic Design: <br /> FP= {(0.4 aP Sos)W + 2z/h)xWp)/(Rp/lp) = 0.56 WP <br /> FP MAX= 1.6 Sps IPWp = 1.78 Wp (Equation 13.3-2) <br /> FPM,N = 0.3 Spg I Wp = 0.33 Wp (Equation 13.3-3) <br /> Horizontal Force: FP = QE= 0.56 W = 512 lbs. <br /> Vertical Force: E„= (±) 0.2 SDS W = 204 lbs. <br /> From ASCE 7-16 Table 13.6-1: aP = 2.5 RP= 6.0 p= 1.0 <br /> IP= 1.0 per ASCE 7-16 Section 13.1.3 Wp= 915.0 lbs. <br /> Mean Roof Height(h): 18.5 ft. Comp. Attachment Height(z): 18.5 ft. <br /> Ground Motion: SMs= Fa*SS= 1.673 Sos = (2/3)*SMs= 1.115 <br /> ASCE7-16, 2.4.5 8. 1.013+ 0.7E„+ 0.7Eh from Eh = p QE= 512 lbs. <br /> 9. 1.01) + 0.525E„+ 0.525Eh+ 0.75L + 0.75S <br /> 10. 0.6D -0.7E„+ 0.7Eh <br /> Mech Unit: W= 53.250 in. L= 88.625 in. (L>W) <br /> H = 40.875 in. C.G. = 21.000 in. Center of Gravi ®. <br /> Weight= 915.00 lbs.( Unit Weight+ Misc) <br /> 0.7 Eh = 359 lbs. C <br /> Check Overturning (ASD) <br /> T,= C,= 0.7 [Eh* (C.G.) + (E /2)]/83.9" = 91 lbs.---> No U ift <br /> T2= C2= 0.7 [Eh* (C.G.) + (E /2)]/49.9" = 153 lbs.---> No U ift <br /> EQ 8&9: 1.013 = 1.0 (Wp/2) = 458 lbs. <br /> EQ 10: 0.61D =0.6 (Wp/2) = 275 lbs. <br /> (ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Effects .1 .) <br /> Wind Design : Exposure 'B', 110 mph, 25 ft(Max. Height) <br /> qZ= 0.00256(KZ)(Kt)(Kd)(Ke)V2= 20.44 psf> 16 psf. : Eq. 26.10- M1 <br /> KZ= 0.66 : Velocity presure exposure coefficient per ASCE 7-16 Table 26.10- <br /> K,t= 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= 110.00 : Basic wind speeds (Risk Category ll) per ASCE 7-16 Figure 26.5-1 B <br /> Fh = qZ(GCS)Af:(Horiz: GCS= 1.9) : Eq.29.4-2 & F = qZ(GC,)Ar : (Vertical Uplift: GCr= 1.5) : Eq. 29.4-3 <br /> ASCE7-16, 2.4.1 5. 1.013 + 0.6W <br /> 6. 1.01) + 0.75L+ 0.75(0.6W) + 0.75 (Lr or S or R) <br /> 7. 0.613 + 0.6W <br /> Check Overturning (ASD) : <br /> (ASD) : Fh, = 0.6x(Fh) (WxH) = 352 lbs. <br /> T, = C, = 0.6x(Fv)x[W*H2/2]/83.9" = 68 lbs.---> No Uplift <br /> (ASD) : Fh2= 0.6x(Fh) (LxH) = -:>586 lbs. <br /> T2= C2= 0.6x(F )x[L*H2/2]/49.9" = 190 lbs.---> No Uplift <br /> EQ 5&6: 1.01)= 1.0 (Wp/2) = 458 lbs. <br /> EQ 7: 0.61) = 0.6 (Wp/2) = 275 lbs. <br /> (ASCE 7-16 Section 2.4.1 Basic Combination with Wind Load Effects 5.6.7.) <br /> -FDWI(, <br /> x Xset) = 0, < <br /> - z + <br />