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Lateral Analysis: CARRIER 50FCQA04, Weight = 487 # <br />Seismic Design: (Between Adapter Curb & Exist Curb) F RTU-3 <br />Fp = ((0.4 ap Sos )x(1 + 2z/h)xWpy(Rp/lp) = 0.54 WP <br />Fp,,A,, = 1.6 S,s IP Wp = 1.73 Wp (Equation 13.3-2) <br />Fp,,, = 0.3 Sos Ip Wp = 0.33 Wp (Equation 13.3-3) <br />Horizontal Force: FP = QE = 0.54 W = 416 lbs. <br />Vertical Force: E„ _ W 0.2 Sps W = 167 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 = 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 Sps = (2/3)*SMs = 1.083 <br />ASCE7-16, 2.4.5 8. 1.01) + 0.7E„ + 0.7Eh from Eh = p QE= 416 lbs. <br />9. 1.01D + 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, = 41.300 in. <br />L = 74.400 in. (L>W) L, = 71.700 in. <br />H = 41.400 in. H, = 11.000 in. <br />C.G. = 16.500 in. Center of Gravity Curb Weight = 130.00 lb. <br />Weight = 640.00 lbs.( Unit Weight + Misc) <br />0.7 Eh = 291 lbs. C.G. ad}, = 23.786 in. Ce r o <br />Check Overturning (ASD) <br />T, = C, = 0.7 [Eh* (C.G.) + (Ev/2)]/ 72.5" = 97 lbs.---> No Uplift <br />T2 = C2 = 0.7 [Eh* (C.G.) + (E,/2)]/ 42.5" = 165 lbs.---> No Uplift <br />EQ 8 & 9: 1.01) = 1.0 (Wp/2) = 385 lbs. <br />EQ 10: 0.613 = 0.6 (Wp/2) = 231 lbs. <br />(ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Effects 8. 9. 10.) <br />Wind Design: Exposure 'B', 110 mph, 30 ft (Max. Height) <br />qZ = 0.00256(KZ)(KZf)(ICd)(Ke) V2 = 21.68 psf > 16 psf. Q26.100-1 <br />KZ = 0.70 : Velocity presure exposure coefficient per ASCE 7-16 Ta <br />KZt = 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 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) A, : (Vertical Uplift: GCr = 1.5) : Eq. 29.4-3 <br />Check Overturning (ASD) : <br />Fh, = 0.6x(Fh) (W*H + W,H,) = 409 lbs. <br />T, = C, = 0.6xF x[(W*H*(H/2+H,)+W,*H,2/2] / 72.5" = 119 lbs.---> No Uplift <br />Fh2 = 0.6x(Fh) (L*H + L,H,) = 664 lbs. <br />T2 = C2 = 0.6xFvx[(L*H*(H/2+H,)+L,*H,2/2] / 42.5" = 325 lbs.---> Uplift 1 4 <br />EQ 5 & 6: 1.0D = 1.0 (Wp/2) = 385 lbs. 1 <br />EQ 7: 0.613 = 0.6 (Wp/2) = 231 lbs. [� ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load E s .0416 <br />D' <br />6Y,6t <br />