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Lateral Analysis: TRANE THC067E4ROA (5 Tons), Weight = 915 # <br /> Seismic Design: (Between Adapter Curb & Existing Curb) <br /> FP={(0.4 ap Sos)x(1 + 2z/h)xWp)/(Rp/lp) = 0.56 WP <br /> FpMAX= 1.6 Spg 1p Wp = 1.78 Wp (Equation 13.3-2) <br /> Fp M,,, = 0.3 Sos I Wp = 0.33 Wp (Equation 13.3-3) <br /> Horizontal Force: FP = QE= 0.56 W = 610 lbs. <br /> Vertical Force: I E„_ (±) 0.2 Sos W = 243 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= 1090.0 lbs. <br /> Mean Roof Height(h): 18.6 ft. Comp. Attachment Height(z): 18.5 ft. <br /> Ground Motion: Seas= Fa*Ss= 1.673 Sos= (2/3)*SMs = 1.115 <br /> ASCE7-16, 2.4.5 8. 1.01)+ 0.7E„+ 0.7Eh from Eh = P QE= 610 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= 53.250 in. Adapter Curb: W, = 47.500 in. <br /> L= 88.625 in. (L>W) L, = 81.500 in. <br /> H = 40.875 in. H, = 10.000 in. <br /> C.G. = 21.000 in. Center of Gravity Curb Weight= 175.00 lb. <br /> Weight= 915.00 lbs.( Unit Weight+ Misc) <br /> 0.7 Eh = 427 lbs. C.G. adj, = 26.826 in. ter o vity <br /> Check Overturning (ASD) <br /> T,= C,= 0.7 [Eh* (C.G.) + (E /2)]/77.3" = 150 lbs.---> No Uplift <br /> T2 = C2= 0.7 [Eh*(C.G.) + (E /2)]/43" = 269 lbs.---> No Uplift f C <br /> EQ 8 &9: 1.0D= 1.0 (Wp/2) = 545 lbs. <br /> EQ 10: 0.6D= 0.6 (Wp/2) = 327 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, 25 ft(Max. Height) <br /> qZ= 0.00256(KZ)(Kn)(Kd)(Ke)VZ= 20.44 psf> 16 psf. : Eq. 26.1 -1 <br /> KZ= 0.66 : 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(GC,)Af:(Horiz: GCS= 1.9) : Eq.29.4-2 & Fv= qZ(GC,)A,: (Vertical Uplift: GCr= 1.5) : Eq. 29.4-3 <br /> Check Overturning (ASD) : <br /> Fh1 = 0.6x(Fh) (W*H +W1H1) = 429 lbs. <br /> T, = C, = 0.6xF x[(W*H*(H/2+H,)+W,*H12/2]/77.3" = 113 lbs.---> No Uplift <br /> Fh2= 0.6x(Fh) (L*H + L,H1) = 718 lbs. <br /> T2= C2= 0.6xF„x[(L*H*(H/2+H,)+L,*H,2/2]/43" = 340 lbs.---> Uplift .TAN G [-3 <br /> EQ 5& 6: 1.01)= 1.0 (Wp/2) = 545 lbs. <br /> EQ 7: 0.61) =0.6(Wp/2) = 327 lbs. <br /> (ASCE 7-16 Section 2.4.5 Basic Combination with Seismic Load Effects 5. 6. 7.) <br /> �TO <br /> �.x 111A <br /> LTI� <br />