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Project: Colasurdo Residence <br />1418 West River Lane <br />Santa Ana, CA 92706 <br />famencan <br />E Solar •irect <br />Date: 3/11/2014 <br />Sheet: lof 2 <br />Design Scope <br />Design of solar module anchorage to roof of existingtype V residential building. <br />Building Codes <br />IBC 2012 , CBC 2013, ASCE 7-10 <br />Design Data <br />#of Stories 2 Full Framing'Span 12.9 ft <br />Angle of Plane of Roof from Horizontal 8 = 23 deg Framing Size 2X6 R.R. <br />Live Loadi LL =20 psf Framing Spacing 24"O.C. <br />Risk Category 11 Roof DL Ceiling DL <br />Individual PV Module Weight Wi =41.9 lbs Comp. Roofing 5.5 psf Framing 1.5 psf <br />Support Spacing Parallel to Framing 4.00 ft Sheathing 1.6 psf Insulation 1.0 psf <br />Support Spacing Perpendicular to Framing 4.00 ft Framing 2.5 psf Ceiling 2.5 psf <br />PV Module Dimensions L=64.6 in Misc.1.5 psf Misc 0.0 psf <br />W=39.1 in (IE) Roof DL 11.1 psf (E) Ceiling DL 5.0 psf <br />Wind Data Cemponents & Cladding (Simplified Method) - ASCE 7-§ 30.5.2 <br />Mean Roof Height of iBuilding <br />Wind Exposure Category <br />3 -Second Gust Win Speed <br />Importance Factor (Wind Loads) <br />Building Height & Exposure Adjustment Factor <br />Topographic Factor <br />Individual PV Module Area <br />Roof Zones <br />Net Design Wind Pressures <br />h=25 ft <br />B <br />V=110 mph <br />I= 1 <br />k =1.00 <br />1<zt:=1 <br />A=17.54 fti <br />Interior (1)End(2) <br />Pnet30 =-19.4 -31.9 <br />Pnet= -19.4 -31.9 <br />Phet30 -11.4 11.4 <br />Pnet= 11.4 11.4 <br />ASCE 7 -; § 26.7.3 <br />ASCE 7 - Figure 26.5-1 <br />ASCE 7 - Figure 30.5-1 <br />ASCE 7- § 26.8.2 <br />Corner (33)ASCE 7 - Figure 30.5-1 pg. 345 <br />-47.9 psf Out ASCE 7 - Figure 30.5-1 pg. 346 <br />-47.9 psf Out ASCE 7 - (Eq. 30.5-1) <br />11.4 psf In ASCE 7 - Figure 30.5-1 pg. 346 <br />11.4 psf In iASCE 7 - (Eq. 30.5-1) <br />Seismic Data <br />Seismic Desjgn Category <br />Site Classification <br />Spectral Response Acceleration, Short Period <br />Component Importance Factor <br />Component Amplification Factor <br />Component Response Modification Factor <br />Component Operating Weight per Connection <br />Component Attachment Point with Respect to <br />Base Relative to Mean Height of Structure <br />Nonstructural (Mechanical & Electrical) Components · <br />D <br />D <br />DS =2.000 <br />ip= 1 <br />ap= 1 <br />1.5 <br />WP=26.1 lb/leg <br />dh= i <br />ASCE 7-§ 13.3.1 +Table 13.6-1 <br />Module Type ReneSola <br />Inverter Type Solar Edge <br />Racking System SnapNrack <br />Number of Modules 33 <br />Number of Connections 62 <br />PV System Weight 1616 lbs <br />PV Array Area 579 ft2 <br />Roof Area 2736 W <br />Percent Coverage (Area) 21.2 % <br />Fp= 1.60 * Wp lbs ASCE 7 - (Eq. 13.3-1) <br />Fp (max) =3.20 * Wp lbs ASCE 7 - (Eq. 13.3-2) <br />Fp (min) =0.60 * Wp lbs ASCE 7 - (Eq. 13.3-3) <br />FP 1.60 * Wp lbs <br />Seismic Design Force,Acting on Component FP =41.7 lbs / leg 05=*FESS/0 <br />Mounting Svstem (Fastener) Design 4+#B,E*.*<A) <br />Maximum Wind Loading A x Pnet -185.2 lbs Tension //e. 0 %41\\ <br />Maximum Seismic Loading Fp = 41.7 lbs Shear W . p79950 rn a))Lumber Species Douglas Fir-Larch (North) <br />Specific Gravity G = 0.49 NDS 2012 -Table 11.3.3A \\\ 1 1302 4 32NDS 2012 (Dowel-Type Fasteners) 5/16" X 3 1/2"Lag Screws <br />Load Duration Factor CD -1.6 NDS 2012 - Table 2.3.2 <br />Reference Values Design Adjusted <br />Allowable Shear, Parallel-Table llK Z=260 416 lbs /screw > 41.7 4 <br />Allowable Shear, Perpendicular - Table 11K Zl-180 288 lbs / screw > 41.7 4 <br />Allowable Tension (Withdrawal) - Table 11.2A W =258 413 lbs / screw / inch = 1032 lbs / screw. >185.2 4 <br />··· Use 5/16 X 3 1/2 Lag Screws (w/ 2 1/2 Min Embedment)