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Lateral Analysis: CARRIER 50GCQM06, Weight = 596 # <br />(Between Unit & Curb Adapter) RTU <br />Seismic Design: <br />F, = ((0.4 ap Sos )x(1 + 2z/h)xWp}/(Rp 1p) = 0.54 Wp <br />Fp M,,x = 1.6 Sps Ip Wp = 1.73 Wp (Equation 13.3-2) <br />FPN„r, = 0.3 Sos IpWp = 0.33 Wp (Equation 13.3-3) <br />Horizontal Force: Fp = QE = 0.54 W = 346 lbs. <br />Vertical Force: E = (±) 0.2 SDS W = 139 lbs. <br />From ASCE 7-16 Table 13.6-1: ap = 2.5 RP = 6.0 p = 1.0 <br />1p= 1.0 per ASCE 7-16 Section 13.1.3 Wp = 640.0 lbs. <br />Mean Roof Height (h): 20.0 ft. Comp. Attachment Height (z): 20.0 ft. <br />Ground Motion: Saes = Fa*Ss = 1.625 Sps = (2/3)*SMs = 1.083 <br />ASCE7-16, 2.4.5 8. 1.0D + 0.7E + 0.7Eh from Eh = p QE= 346 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. L = 74.400 in. (L>W) <br />H = 41.400 in. C.G. = 16.500 in. Center o ra y <br />Weight = 640.00 lbs.( Unit Weight + Misc) <br />0.7 Eh = 242 lbs. <br />Check Overturning (ASD) : <br />Ti = C, = 0.7 [Eh* (C.G.) + (E /2)]/ 70.9" = 57 lbs.---> No Uplif <br />T2 = C2 = 0.7 [Eh* (C.G.) + (E /2)]/ 40.6" = 100 lbs.---> No Upli <br />EQ 8 & 9: 1.01D = 1.0 (Wp/2) = 320 lbs. <br />EQ 10: 0.61) = 0.6 (Wp/2) = 192 lbs. 00 <br />(ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Effects .9.10.) '��"�ss <br />Wind Design: Exposure'B', 110 mph, 30 ft (Max. Height) <br />qZ = 0.00256(KZ)(KZt)(Kd)(Ke) VZ = 21.68 psf > 16 psf. : Eq. 26.10-1 <br />KZ = 0.70 : Velocity presure exposure coefficient per ASCE 7-16 Table 26.10-1 <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 (GCS) Af: (Horiz: GC, = 1.9) : Eq.29.4-2 & F = qZ (GCS) A,: (Vertical Uplift: GCr = 1.5) : Eq. 29.4-3 <br />ASCE7-16, 2.4.1 5. 1.01) + 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) = 331 lbs. <br />T, = C, = 0.6x(F )x[W*H2/2] / 70.9" = 76 lbs.---> No Uplift <br />(ASD) : Fh2 = 0.6x(Fh) (LxH) = 529 lbs. <br />T2 = C2 = 0.6x(F )x[L*HZ/2] / 40.6" = 213 lbs.---> Uplift4 <br />EQ 5 & 6: 1.01) = 1.0 (Wp/2) = 320 lbs. <br />/^�'� EQ 7: 0.6D = 0.6 (Wp/2) = 192 lbs. <br />10 (ASCE 7-16 Section 2.4.1 Basic Combination with Wind Load Effects 5.6.7.) ��` <br />t �. 7 �. <br />