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ASCE 7-16 CHAPTER 29 WIND LOADS-Rooftop Solar Panels Minimum Design Loads-Part 1:Enclosed(gable,h<60ft,7°<6<20°) <br /> Risk Category II Table 1.5-1 Load Types Load,PSf <br /> Basic Wind Speed(Ult) 137 mph Figure 26.5-113 Dead Load,D 3 <br /> Wind Speed(asd) 106 mph IBC 1609.3.1 Weight of Ice,Di 0 <br /> Roof Angle 18 Earthquake,E 0 <br /> Effective Wind Area 10.00 ftz 26.20 Fluid,F n/a <br /> Wind Load Parameters Flood Load,Fa n/a <br /> Wind Directionality Kd 0.85 Table 26.6-1 Lateral Earth psi,H n/a <br /> Exposure Cat. B,C,or D B Section 26.7 Live Load,L n/a <br /> Topographic factor K,t 1.00 26.8 or 26.8.2 Roof Live,L, n/a <br /> Ground Elevation Factor Ke 0.86 Table 26.9-1 Rain,R n/a <br /> Velocity Exposure Coefficient K, 0.70 Table 26.10-1 Snow,S 0 <br /> Array Edge Factor 7E 1.50 29.4.4 Self-Straining,T n/a <br /> Solar Panel Equalization Factor ya 0.80 Fig.29.4-8 Wind,W see calc <br /> Velocity Pressure qp 14.75 psf qi,=0.00256 K,K,,K,KeV2 Wind-on-Ice,Wi n/a <br /> Mean Roof Height h 20.00 ft <br /> 0.4h 8.00 ft <br /> least horizontal dim 528 in <br /> 10%of least horizontal dim 4.40 ft <br /> Roof Zone Set Back a 4.40 ft <br /> Figure 30.3-2b(Gable roof,h<60ft,7°<6<20°) <br /> Zone <br /> 1 2e 2n 2r 3e 3r <br /> GCP -2.00 -2.00 -3.00 -3.00 -3.00 -3.60 uplift <br /> GC 0.50 0.50 0.50 0.50 0.50 0.50 downward <br /> p=gh(GCP)("/E)(/a) -35.40 -35.40 -53.11 -53.11 -53.11 -63.73 psf uplift <br /> p=gh(GCP)(7'E)('/a) 8.85 8.85 8.85 8.85 8.85 8.85 psf downward <br /> downward case 1 11.85 11.85 11.85 11.85 11.85 11.85 psf D+(0.6W OR 0.7E) <br /> downward case 2 6.98 6.98 6.98 6.98 6.98 6.98 psf D+0.75L+0.75(0.6W)+0.75(Lr or S or R) <br /> downward case 3 7.11 7.11 7.11 7.11 7.11 7.11 psf 0.6D+0.6W <br /> uplift case 1 -18.24 -18.24 -28.86 -28.86 -28.86 -35.24 psf D+(0.6W OR 0.7E) <br /> uplift case 2 -12.93 -12.93 -20.90 -20.90 -20.90 -25.68 psf D+0.75L+0.75(0.6W)+0.75(Lr or S or R) <br /> uplift case 3 1 -19.44 -19.44 1 -30.06 -30.06 1 -30.06 -36.44 psf 0.6D+0.6W <br /> uplift case 4 -32.40 -32.40 1 -50.11 -50.11 1 -50.11 60.73 psf D+W <br /> Design Calculations for the Use of bracket to metal roof <br /> Module Length C 5.42 ft <br /> Module Width B 3.33 ft <br /> Module Area A 18.05 ftz <br /> Total Design Load(Uplift) Pdesign -32.40 -32.40 -50.11 -50.11 -50.11 -60.73 psf <br /> Total Design Load(Downforce) Pdesign 11.85 11.85 11.85 11.85 11.85 11.85 psf <br /> Design Load per Module Top -584.86 -584.86 -904.36 -904.36 -904.36 -1096.06 Ibs Top=A*Pdesign <br /> Design Load per Module Tdown 213.90 213.90 213.90 213.90 213.90 213.90 Ibs Tdn=A*Pdesign <br /> Distributed Load(Uplift) Pdist.Up -87.82 -87.82 -135.79 -135.79 -135.79 -164.57 plf Top/B*2 <br /> Distributed Load(Down) Pdist.Down 32.12 32.12 32.12 32.12 32.12 32.12 plf Tdn/B*2 <br /> Railspan Between Anchor Points L 2.67 1.33 1.33 1.33 1.33 1.33 ft <br /> Point Load per Mount(Uplift) R -234.18 -117.09 -181.05 -181.05 -181.05 -219.43 Ibs <br /> Point Load per Mount(Down) R 42.82 21.41 21.41 21.41 21.41 21.41 Ibs 2.00 <br /> Pullout Value for 4 x Metal to Metal Screws <br /> Ultimate Pullout Wt 1266 1266 1266 1266 1266 1266 Ibs Ultimate WA�t 41POn�-5! <br /> Design Pullout Value per Mount W, 633 633 633 633 633 633 Allow\ Ueut(Dlue(e�p�� <br /> SAFTEYFACTOR SF 2.70 5.41 3.50 3.50 3.50 2.88 <br /> ® 4P <br /> , <br /> ® 60 <br /> e � e e e <br /> e <br /> a <br /> s STA OF ;��® <br />