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Lateral Analysis: CARRIER 48FCDA04A2A5, Weight = 482 # <br />(Between Unit & Spring Isolator) <br />Seismic Design: <br />FP = {(0.4 aP Sos )x(1 + 2z/h)xWp}/(Rp/lp) = 0.54 WP <br />FP MAX = 1.6 Sos Ip Wp = 1.74 Wp (Equation 13.3-2) <br />FP MIN - 0.3 SpS I Wp = 0.33 Wp (Equation 13.3-3) <br />Horizontal Force: <br />FP = QE = 0.54 W = 270 lbs. <br />Vertical Force: <br />E„ = (±) 0.2 SDS W = 108 lbs. <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 = 500.0 <br />lbs. <br />Mean Roof Height (h): 16.5 ft. Comp. Attachment Height (z): 16.5 ft. <br />Ground Motion: SMs = Fa*SS = 1.627 SpS = (2/3)*SMS = 1.085 <br />ASCE7-16, 2.4.5 8. 1.013 + 0.7E„ + 0.7Eh from Eh = pQE= 270 lbs. <br />9. 1.OD + 0.525E„ + 0.525Eh + 0.75L + 0.75S <br />10. 0.61D - 0.7E„ + 0.7Eh <br />Mech Unit: W = 46.625 in. L = 74.375 in. (L>W) <br />H = 33.250 in. C.G. = 18.000 in. Center of Gravity <br />Weight = 500.00 lbs.( Unit Weight + Misc) <br />0.7 Eh = 189 lbs. <br />Check Overturning (ASD) : <br />T, = C, = 0.7 [Eh* (C.G.) + (E /2)]/ 40.5" = 85 lbs.---> No Uplift <br />T2 = C2 = 0.7 [Eh* (C.G.) + (E /2)]/ 68.5" = 50 lbs.---> No Uplift <br />EQ 8 & 9: 1.OD = 1.0 (Wp/2) = 250 lbs. <br />' <br />EQ 10: 0.613 = 0.6 (Wp/2) = 150 lbs. <br />(ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Effects 8.9.10. <br />'B', <br /><! <br />Wind Design: Exposure 110 mph, 25 ft (Max. Height) <br />qZ = 0.00256(KZ)(K,)(Kd)(Ke) V2 = 20.44 psf > 16 psf. : Eq. 26.10-1 <br />KZ = 0.66 : Velocity presure exposure coefficient per ASCE 7-16 Table 26.10-1tjat <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. 1.01) + 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) : �E� <br />(ASD) : Fh, = 0.6x(Fh) (WxH) = 51 lbs. <br />T, = C, = 0.6x(F )x[W*HZ/2] / 68.5" = 4 lbs.---> No Uplift <br />(ASD) : Fh2 = 0.6x(Fh) (LxH) = 40 <br />T2 = C2 = 0.6x(F )x[L*HZ/2] / 40.5" = 130 lbs.---> No Uplift <br />EQ 5 & 6: 1.01) = 1.0 (Wp/2) = 250 lbs. <br />EQ 7: 0.61D = 0.6 (Wp/2) = 150 lbs. <br />(ASCE 7-16 Section 2.4.1 Basic Combination with Wind Load Effects 5.6.7.) <br />T-71- 6+ 4 Jt3 <br />CXT- <br />