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Lateral Analysis: CARRIER 50FCQA04, Weight = 487 # <br />(Between Unit & Curb Adapter) I RTU <br />Seismic Desian: <br />FP = {(O.4 aP S,,s )x(1 + 2z/h)xWp)/(Rp/Ip) = 0.54 WP <br />FP 11A1 = 1.6 Sos Ip Wp = 1.73 Wp (Equation 13.3-2) <br />Fp ti r, = 0.3 Sos Ip Wp = 0.33 Wp (Equation 13.3-3) <br />Horizontal Force: FP = QE = 0.54 W = 281 lbs. <br />Vertical Force: Ev = (±) 0.2 SDS W = 113 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 = 520.0 lbs. <br />Mean Roof Height (h): 20.0 ft. Comp. Attachment Height (z): 20.0 ft. <br />Ground Motion: Sons = F. Ss = 1.625 Sos = (2/3)"SMs = 1.083 <br />ASCE7-16, 2.4.5 8. 1.0D + 0.7E + 0.7Eh from Eh = pQE= 281 lbs. <br />9. 1.OD + 0.525E + 0.525Eh + 0.751L + 0.75S <br />10. 0.613 - 0.7E„ + 0.7Eh <br />Mech Unit: W = 46.600 in. L = 74.400 in. (L>W) <br />H = 33.400 in. C.G. = 16.125 in. C f G y <br />Weight = 520.00 lbs.( Unit Weight + Misc) <br />0.7 Eh = 197 lbs. P +� <br />Check Overturning (ASD) : 4. J <br />T, = C, = 0.7 [Eh* (C.G.) + (Ev/2)1/ 70.9" = 45 lbs.---> Uplift <br />TZ = C2= 0.7 [Eh' (C.G.) + (E,I2)]I 40.6" = 79 lbs.---> o Uplift <br />EQ 8 & 9: 1.01) = 1.0 (Wp/2) = 260 lbs. <br />EQ 10: 0.613 = 0.6 (Wp/2) = 156 lbs. <br />(ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Ef is 8.9.10.) <br />Wind Design: Exposure'B', 110 mph, 30 ft (Max. Height) M{N a <br />qZ = 0.00256(K7)(K t)(Kd)(Ke) V2 = 21.68 psf > 16 psf. : Eq. 26. -1 N <br />KZ = 0.70 : 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 = 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 />ASCE7-16, 2.4.1 5. 1.OD + 0.6W <br />6. 1.01) + 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) = <br />267 <br />lbs. <br />Ti = C, = 0.6x(F )x[W*H2/2] / 70.9" = <br />50 <br />lbs.---> No Uplift <br />(ASD) : Fh2 = 0.6x(Fh) (LxH) = <br />427 <br />lbs. <br />T2 = C2 = 0.6x(F„)x[L*H2/2] / 40.6" = <br />139 <br />lbs.---> No Uplift <br />EQ 5 & 6: 1.01) = 1.0 (Wp/2) = <br />260 <br />lbs. <br />EQ 7: 0.613 = 0.6 (Wp/2) = <br />156 <br />lbs. <br />(ASCE 7-16 Section 2.4.1 Basic Combination with Wind <br />Load Effects 5.6.7.) <br />