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Wyssling Consulting <br />76 N. Meadowbrook Drive <br />Alpine, UT 84004 <br />(201) 874-3483 <br />swyssling@wysslingconsulting.com <br />V = 95 Basic Wind Speed Guillen Residence <br />Exposure C ASCE 7-16, Section 26.7 1508 East Washington Avenue <br />Kz = 0.85 Velocity Pressure Coefficient, ASCE 7-16, Figure 26.10-1 Santa Ana, CA <br />Kzt = 1 Topographic Factor, ASCE 7-16, Section 26.8.2 <br />Kd = 0.85 Directionality Factor, ASCE 7-16, Section 26.6 <br />Ke = 0.994 Ground Elevation Factor, ASCE 7-16, Section 26.9 <br />qh = 16.6 psf qh = 0.00256KzKztKdKeV2 (ASCE 7-16 Eq. 26.10-1) <br />Roof Angle = 20 deg <br />Roof Type Gable <br />sanchor = 72 in Horizontal spacing of roof anchors <br />Atrib = 20.61 sf Panel Area tributary to each roof anchor <br />GCp External Pressure Coefficient, ASCE 7-16, Figure 30.3-2 <br />Roof Zone Zone 1 2e 2n 2r 3e 3r <br />-1.99 -1.99 -2.91 -2.91 -2.91 -3.39 <br />ga = 0.75 Pressure Equalization Factor, ASCE 7-16 Figure 29.4.-8 <br />gE = 1.00 Edge Array Factor, ASCE 29.4.4 edges < 0.5*building height, and panel spacing < 4ft. <br />pnet = qhGCpgEga =Design Wind Pressure, ASCE 7-16, Equation 29.4-7 <br />Roof Zone 1 2e 2n 2r 3e 3r <br />-25 psf -25 psf -36 psf -36 psf -36 psf -42 psf Min Pressure = -16 psf <br />Use 25 psf Use 25 psf Use 36 psf Use 36 psf Use 36 psf Use 42 psf ULTIMATE <br />x 0.6 = 16 psf 16 psf 22 psf 22 psf 22 psf 25 psf ALLOWABLE <br />Connection to Existing Roof Framing <br />F.S. = 1 Additional Factor of Safety applied to withdrawl force, if desired <br />Atrib = 20.6 ft2 <br />DLpanel = 3 psf <br />Roof Zone 1 2e 2n 2r 3e 3r <br />Wuplift = 25 psf 25 psf 36 psf 36 psf 36 psf 42 psf <br />Plag = F.S. x Atrib x (0.6D - 0.6W) =Withdrawl force for each roof anchor <br />Roof Zone 1 2e 2n 2r 3e 3r <br />-276.2 lbs -276.2 lbs -418.8 lbs -418.8 lbs -418.8 lbs -492.3 lbs <br />Connection Capacity <br />db = 5/16 in Lag Screw diameter <br />Dpen = 2 1/2 in Lag Screw penetration into existing framing member <br />No. of Screws 2 Screws per Connection <br />Species of wood framing <br />C D = 1.6 Load Duration Factor for Wind Loading, NDS Table 2.3.2 <br />Ct = 0.7 Temperature Factor, NDS Table 10.3.4 <br />W = 266 lb/in Withdrawl Capacity, NDS Equation 11.2-1 <br />W' = C D x Ct x W = 298 lb/in Adjusted withdrawl value <br />Pallow = Dpen x W' = 1490 lbs (Using (2) screws per connection) <br />Roof Zone 1 2e 2n 2r 3e 3r <br />DEMAND = 276 lbs 276 lbs 419 lbs 419 lbs 419 lbs 492 lbs <br />CAPACITY = 1490 lbs 1490 lbs 1490 lbs 1490 lbs 1490 lbs 1490 lbs <br />up to72in okup to72in okup to72in okup to72in okup to72in okup to72in ok <br />This analysis calculates the <br />capacity of the lag screws <br />only. For capacity of the <br />complete mounting system, <br />please see manufacturer's <br />recommendations. <br />Douglas Fir-Larch <br />Wind Uplift <br />Rooftop Solar Panels Parallel to Roof Surface <br />ASCE 7-16, Section 29.4.4 <br />508 East Washington Avenue <br />Santa Ana, CA <br />8/22/2022 <br />1508 E Washington <br />Ave - 2017830312/30/22