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ASCE 7-16 CHAPTER 29 WIND LOADS-Rooftop Solar Panels Minimum Design Loads-Part 1:Enclosed(gable,h<60ft,7°<0<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 10 Earthquake,E 0 <br /> Effective Wind Area 10.00 ft2 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,Lt n/a <br /> Ground Elevation Factor K. 1.00 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 YE 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 17.15 psf qh=0.00256 KtKttKdKeV2 Wind-on-Ice,Wi n/a <br /> Mean Roof Height h 15.00 ft <br /> 0.4h 6.00 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°<0<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)("YE)(7a) -41.17 -41.17 -61.75 -61.75 -61.75 -74.10 psf uplift <br /> p=gh(GCP)(-/E)(ya) 10.29 10.29 10.29 10.29 10.29 10.29 psf downward <br /> Design Calculations for the Use of Attachment to Roof Truss/Rafter <br /> Module Length C 5.58 ft <br /> Module Width B 3.29 ft <br /> Module Area A 18.36 ft2 <br /> Total Design Load(Uplift) Pdesign -38.17 -38.17 -58.75 -58.75 -58.75 -71.10 psf <br /> Total Design Load(Downforce) Pdesign 13.29 13.29 13.29 13.29 13.29 13.29 psf <br /> Design Load per Module Tup -700.70 -700.70 -1078.58 -1078.58 -1078.58 -1305.31 Ibs Tup=A*Pdesign <br /> Design Load per Module Td°wn 244.02 244.02 244.02 244.02 244.02 244.02 Ibs Tdn=A*Pdesign <br /> Distributed Load(Uplift) Pdist.up -106.49 -106.49 -163.92 -163.92 -163.92 -198.38 plf Tup/B*2 <br /> Distributed Load(Down) Pdist.Down 37.08 37.08 37.08 37.08 37.08 37.08 plf Tdn/B*2 <br /> Railspan Between Anchor Points L 6 6 4 4 4 2 ft <br /> Point Load per Mount(Uplift) R -638.93 -638.93 -655.67 -655.67 -655.67 -396.75 Ibs <br /> Point Load per Mount(Down) R 111.25 111.25 74.17 74.17 74.17 37.08 Ibs <br /> Table 1.1-Pullout Value for Single Lag Screw <br /> Specific Gravity G 0.55 0.55 0.55 0.55 0.55 0.55 Table 11.2A,NDS 2005,page 68(SYP) <br /> Diameter of Lag Screw D 5/16 5/16 5/16 5/16 5/16 5/16 In <br /> Pullout Value of W 306.8697 306.8697 306.8697 306.8697 306.8697 306.8697 Ibs/in W=SHOO Gan D"' <br /> #of Lag screws 1 1 1 1 1 1 <br /> Thread Length Td 2.8 2.8 2.8 2.8 2.8 2.8 In Table L2,NDS 2005 <br /> Design Pullout Value per Mount Wt 859.23531 859.23531 59.23531 859.2353 859.2353 859.2353 Wt=W*#of Lags*Td t <br /> SAFTEY FACTOR SF 1.34 1.34 1.31 1.31 1.31 2.17 Calculation:SF`v�glilt� <br /> 1 2e 2n 2r 3e co <br /> Maximum Cantilever from Last attachment ��`® �.' •`st`�` /� <br /> Max Cantilever M 24 24 16 1 16 1 16 1 8 lin Max-ZMI spat(* 1360 i <br /> t <br /> IONAL <br /> ��lllllllll�� f'I�I�I <br />