10181208_2031 S. ARTESIA - Plan (2)

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Structural Calculations -Roof Mounted Solar System - 2 arrays April 22,2014 Jbb: Luis Reyes Contractor: Sunpro Solar (Bob Kommann) 2031 South Artesia 34859 Frederick St. Suite 101 Santa Ana, Ca. 92704 * (714) 915-8744 Wildomar, Ca. 92595 * (951) 813-5408 Description: (12) solar panels (217 total sq ft) mounted in (2) arrays on (5) lines, 79 total feet of Sun Frame rails supported by (23) stando#s connected to roof with (1) lag screw each through roof diaphragm (sealed) and supported by 2x4 trusses, 24 " dc on south & east facing roofs ofexisting 1-story residence with standard jlush mount on 3:12 pitch comp roof at job address shown above. Area at bases to be patched with new roofsealant per Professional Solar Products installation instructions. Page 2 Worst Case Array No. 1 max point loads (and 9.67 sq ft of panel area/support) 8-panel Arrav Solar System: (On 3 - SF rails and 15 support stand-offs) 145 sq ft W8 = 3281b panels (411b ea x 8) + 581b rails (51' x 1.13 plf) + 91b (15) stand-offs Weight Summary (panels weigh 41 lbs each) Solar System (8 panels): WS = 395 lb/15, Wp8 = 26.3 lb/support Weight of system/sq ft = 2.47 psf + Rails & standoffs (2.99 psf w/rails & standoffs) Lateral (Seismic) Force Summary: Wp = 395 lb, (Fp = 1.26 Wp), Fp = 498 1b Solar System: Fp = 33.2 lb/ support Horizontal Wind Pressure on Solar System: Wind: Lateral pressure,Fw = 15 sq ft x 17.73 psf Fw = 266 lb + '(see below for wind on panels) (see below for total lateral wind load on connections - see page 3 for vertical wind load - uplifts) Panel Area: 145 sqft * Total planarea = 141 sa ft vertical projected 14.04 degrees (pitch) zones 1,2&3 Ofroof area, effective wind area 35 sqft (horizontal projection): 14.04 degrees (3:12) for 110 mph ultimate (85 mph design wind speed) Horizontal pressure ps30 = -4.92 psf (zone B ends), ps30 = -2.38 psf (zone D center), h = 12' adjustment factor "L" = 1.21, kzt = 1.0 (see above), I= 1.0 Horiz wind pressure: p = (1.21)Kzt (I) ps30, p = -5.95 psf on end 3' of panels, p = -2.88 psf on center of panels, Total Wind Horizontal load on supports: p = 15 sq ft x 17.73 psf - 19 sq ft x 5.95 psf - 16 sq ft x 2.88 psf, p = 266 1b - 113 1b - 46 1b (on total 15 supports) p/support = 107 1b / 15 = 7 lb/support lateral wind load < seismic of 33.2 lb/support ave seismic and max seismic/support = 1.26 x 44.4 1b = 56 lb max pt load so, Fp max = 56 1b max seismic lateral load, therefore' Lgov€iiTT,Ti ign Check lateral load on lag screws: 56 lb/1 lag = 06 lb/1 aterallo \4./tpt 4l i Lawrence R. Phelps, RCE 352(1}SiCnewal 9/30/2015 _31130 Avenida Del Repo, cula, California 92591 Cell/voice (951) 297-0555 - O#ice/voice (951) 694-6336 Vin