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Structural Calculations -Roof Mounted Solar System - 2 arrays April 22,2014
<br />Jbb: Luis Reyes Contractor: Sunpro Solar (Bob Kornmann)
<br />' 2031 South Artesia 34859 Frederick St. Suite 101
<br />Santa Ana, Ca. 92704 * (714) 915-8744 Wildomar, Ca. 92595 * (951) 813-5408
<br />Description: (12) solar panels (217 total sq ft) mounted in (2) arrays on (5) lines, 79 total feet of Sun
<br />Frame rails supported by (23) standoffs connected to roof with (1) lag screw each through roof
<br />diaphragm (sealed) and supported by 2x4 trusses, 24" c/c on south & eastfacing roofs of existing
<br />1-story residence with standard flush mount on 3:12 pitch comp roofat job address shown above.Area
<br />at bases to be patched with new roof sealant per Professional Solar Products installation instructions.
<br />Page 1
<br />Calculations herein are based on the following codes:
<br />2012 UBC, 2013 CBC and ASCE 7-10 Concrete: N.A.Soil: N.A.
<br />Stress increase: wind,0-= 1.6, seismic @-= 1.33, roof@= 1.25,
<br />h = meanroofheight above ground: h = 10.33' (array 1), h = 11.9' (array 2)
<br />Occupancy II, Seismic Design Category D, Site Class D (Stiff Soil)
<br />Seismic Force-Resisting System: Bearing Walls with shear panels (Rp = 6.5)
<br />Analytical Procedure: Equivalent Lateral Force Analysis ASCE 7-10, section 12.8
<br />Seismic Region 1 (Using 0.2 second & 1 second spectral response - worst case)
<br />Seismic Parameters:
<br />Rp = 2.5, Response modification coeff. for use w/0.2 sec response) for solar system & connections
<br />Rp = 6.5 walls & roof
<br />ap = 2.5, Flexible component w/ limited deformability elements/attachments ASCE 7-10, Table 13.5-1
<br />Use SD1 = 0.600 (equals 2/3 SM1), where SM1 = Fv(Sl), Fv = 1.5, Sl = .600,
<br />SDS = 1.000 (SDS = 2/3 SMS), where SMS = Fa(Ss), Fa = 1.0, Ss = 1.50,
<br />V = CsW, Cs = SDS/(R/I), I = 1.0 (Seismic Importance Factor), Cs = 1.0/6.5 = .15,
<br />Cs =.15, Design Base Shear V = .15 W, W = effective seismic weight,
<br />Fp = 0.4(ap)SDS Wp[1 + 2(z/h)] / (Rp/Ip), z/h - 1.08, (11.16'/10.33'), use h = 10.33' (worst case)
<br />Fp = 1.26 Wn (for solar system & connections)
<br />'p = SDS/Rp(I), Fp = .15 Wp for the structure (walls & rooD
<br />V = effective seismic weight,
<br />Basic wind speed: V = 110 mph ultimate (3-second gust -I/3s), use h = 12'(worst case), D = 5' min
<br />Design Wind Speed V = (0.6) 1/2 x 100 mph = 85.21 mph
<br />qz = 0.00256 (V)(V)KzKztKd I (Sect 6.5.10 ASCE 7-10) (Use Exposure C),
<br />Kt = 1.00 (Sect 6.5.7.2 ASCE 7-10), kz = 0.85, (table 6.3 ASCE7-10) qz = 15.80 psf
<br />Kd = 1.0 (0.85 when wind combined with dead load), I = 1.0,
<br />Fw = qz(G)Cf (area normal tn force) (Rer.t 6 5.15 ARCE 7-10) -A
<br />3 L 1 4-G = 0.85, (Sect 6.5.
<br />Fw = 17.73 Dsf lat,
<br />8.1 ASCE 7-10), Cf = 1.325 max (Fig 6-21 ASCIU+OE-WIy329*iFE*..MBral pressure on vertical surfaces (rails A-fii21 edges),-2€E»>156-4-,59 Nt
<br />Lawrence R. Phelps, RCE.3,6*f'Lic. Renewal 9/30/6656.67 A - A,
<br />31130 Avenida Del Weposo/Temecula, California 92591 fiq *>1-3901 ' 5 4
<br />-/- I 1 2
<br />I .,4. .«
<br />Cell/voice (951) 19*0555 - Fax/voice (951) 694-6336
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