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Lateral Analysis: CARRIER 50GCQM05, Weight = 610 # <br />Seismic Design: (Between Adapter Curb & Exist Curb) RTU-2 <br />Fp = {(0.4 ap S� )x(1 + 2z/h)xWp}/(Rp/lp) = 0.54 WP <br />Fp MAX = 1.6 Sps Ip WP = 1.73 Wp (Equation 13.3-2) <br />F = In 3 C__ i 1N = n n 1N (Frn intinn 13 1-31 <br />p MIN <br />Horizontal Force: <br />Vertical Force: <br />From ASCE 7-16 Table 13.6-1: ap = 2.5 RP = 6.0 <br />p = 1.0 <br />Ip= 1.0 per ASCE 7-16 Section 13.1.3 Wp = <br />770.0 lbs. <br />Mean Roof Height (h): 20.0 ft. Comp. Attachment Height (z): 20.0 ft. <br />Ground Motion: SMs = Fa*Ss = 1.625 SDS = (2/3)*SMS = 1.083 <br />ASCE7-16, 2.4.5 8. 1.01) + 0.7E„ + 0.7Eh from Fn, = p QE= 416 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 = 46.600 in. Adapter Curb: W, = <br />41.300 in. <br />L = 74.400 in. (L>W) L, = <br />69.300 in. <br />H = 41.400 in. H, = <br />12.000 in. <br />C.G. = 16.500 in. Center of Gravity Curb Weight = <br />130.00 lb. <br />Weight = 640.00 lbs.( Unit Weight + Misc) <br />0.7 Eh = 291 lbs. C.G. adi, = 24.701 1TIt <br />of Gravit <br />Check Overturning (ASD) :, <br />T, = C, = 0.7 [Eh* (C.G.) + (E„/2)1/ 67.8" = 107 lbs.---> No Uplift <br />T2 = C2 = 0.7 [Eh* (C.G.) + (E„/2)]/ 42" = 173 lbs.---> No Uplift � � <br />C"-) <br />EQ 8 & 9: 1.01) =1.0 (Wp/2) = 385 lbs. <br />EQ 10: 0.61) = 0.6 (Wp/2) = 231 lbs. <br />(ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Effects 8. 9. 1 <br />nr - to <br />Wind Design: Exposure'B', 110 mph, 30 ft (Max. Height) <br />qZ = 0.00256(KZ)(K.t)(Kd)(Ke) VZ = 21.68 psf > 16 psf. 6.10-1 <br />KZ = 0.70 :Velocity presure exposure coefficient per ASCE 7-16 Tabl 26.10-1 MIA <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 equipm <br />Ke = 1.00 : Ground elevation factor, per ASCE 7-16 Section 26.9. <br />V = 110.00 :Basic wind speeds (Risk Category II) 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) Ar : (Vertical Uplift: GCr = 1.5) Eq. 29.4-3 <br />Check Overturning (ASD) : <br />Fh, = 0.6x(Fh) (W*H + W,H,) = 416 lbs. <br />T, = C, = 0.6xF„x[(W*H*(H/2+H,)+W,*H1 <br />2/2] / 67.8" = 132 lbs.---> No Uplift <br />Fh2 = 0.6x(Fh) (L*H + L,H,) = 671 lbs. <br />TZ = CZ = 0.6xF„x[(L*H*(H/2+H,)+L,*H,2/2] / 42" = 341 lbs.---> Uplift <br />EQ 5 & 6: 1.013 = 1.0 (Wp/2) = 385 lbs. <br />EQ 7: 0.613 = 0.6 (Wp/2) = 231 lbs. <br />4� -,-(ASCE 7-16 Section 2.4.5 Basic Combination with Seismic d Effects 5. 6. 7.) <br />•B.YeYMwlw.wrsW Y11M MI I IIIIIMMM M IIMMMMi _V -76 e, • o I <br />