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Home My WebLink About1036 W Highland St - Plan1036 W Highland St - 2017628306/30/23 1036 W. HIGHLAND ST. SANTA ANA, CA 92703 PHAN, CHIEU Prepared For: LARA SYSTEMATIC ELECTRICAL 13210 HARBOR BLVD., #215 GARDEN GROVE, CA 92843 Design Criteria 1- Code: CALIFORNIA BLDG CODE 2019 / ASCE 7-16 2 - Wind: 95 MPH, Exposure: C 3 - Wood Species: DF-L No. 2 (SG = 0.5 ) Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon. Contractor/Client to verify existing dimensions/conditions prior to construction & solar racking is installed per manufacturer span requirements. The use of these calculations is solely intended for the above mentioned project. 1-844-PV ELITE | info@yoursolarplans.com 3000 E. Birch Street Suite 201 | Brea CA 92821 5/12/2022 Structural Calculations for SOLAR POWER SYSTEM CONNECTION CHECK AT: Job: 1036 W Highland St - 2017628306/30/23 012313342676289 8 711 1!1"#$%%&%'(2 ') $*22 &++66'20),$26%'- ./3 .8/38(3&6%/3 0.8 213 123456789:4;3<=:8 >??42@@A 26%'- .4 .848(3&6%4 0.8 B::4?=83<2@A %%&%'(2 '4*22 &++66'20 CD2E3<=:8A &(F G=;2@<3;HA 3633*60*232 &76270&(+IJ K3L34? GMH2A - >1BCNOP Q 9RS26*T,'' U 9RS30*T,&2 U 9RS06*T,&& U 9RS266*T,+2 U RV, S +( U RV, SS (0 U RV, SSS 263 U RV, SW 26' U >1BCNOP X 9RS26*T,&3 U 9RS30*T,&( U 9RS06*T,+0 U 9RS266*T,(2 U RV, S 266 U RV, SS 226 U RV, SSS*SW 220 U >1BCNOXY 8.Z&*60- .,,+0 U [\]^]_`ab_cdecfgb]e \]^] hiji[^]ka]fbgdl_bgb] m^amfga gn]den]db_bmb\] oga`]_ m^ gdl e]acd]gbcmdacd]_nge] e`^cdpb\]q`caecdp fme]gemrbcmd r^mf]__st_]^__\m`aefmdkc^n gdl m`br`b mqbgcd]ek^mnb\c_bmmau cb\b\]amfga v`b\m^cblwgocdpx`^c_ecfbcmdq]km^] r^mf]]ecdpu cb\ e]_cpds y=@5D3=;24 ,,,FUz,8.Z&,,,, ",, , {,8.Z&4 ,,,,, ",,F,, |U,,4 ",, ",}, , ",,,,F,4z, ",, , ~Z7 ,,, "*,,, ,4,, ,,U,z, "UFF, ",,,,, " "*, ,, 9,4 ,4,U,4, ", ,,}U,F " -,,FU,,, ",,,,z,,,48U,, F,U,,,,,,,,,,F,F " U,,,}Uz,FF4, ,,,,,F,8, ,,,FFU,,, U,FU,,F,4z ,},,,V", , ,F,F,4,F,F,,,FF,,, ,,F, ,z, ",, 0,F,FUFU ",,U, FU, 0,F,F ",,,Uz, z, ,,,,F ,z,,F, 1036 W Highland St - 2017628306/30/23 ASCE 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes. Roof Slope = 10 ° Roof Shape Gable Tributary Width s = 4.00 ft Tributary Length l = 2.99 ft Effective Area A e = 11.95 ft2 Height of Structure h = 25 ft Wind Speed V = 95 mph Exposure Category C Building Width B = 30 ft Building Length L = 50 ft Zone Width a = 3 ft Elevation Height zg = 79 ft Wind Directionality Kd = 0.85 Topography Factor K t = 1.00 Ground Elevation Factor Ke = 1.00 Velocity Pressure Exposure Coefficient Kz = 0.95 Velocity Pressure q z = 0.00256KzKztKdKeV 2 = 18.51 psf Solar Array Pressure Equalization a = 0.79 Array Edge Factor E = 1.50 Zone GCp p = qz(GCp)( E)( a) 3 - - 3r 3.56 -78.24 3e 2.98 -65.56 2 - - 2r 2.98 -65.56 2e - - 2n 2.98 -65.56 1 -- 1'-- 1036 W Highland St - 2017628306/30/23 LAG SCREW ANALYSIS Loads Wind Pressures qz = -65.56 psf Solar Panel Load QD = 3 psf Panel Length l = 5.975 ft Panel Width b 3.3333 ft Attachment Spacing s = 4 ft Portrait Tributary Area At = 11.95 ft2 Wind Load P W = qz * At = -783 lbs Dead Load P D = Q D * At = 35.85 lbs Uplift Pa = 0.6 P D + 0.6 Pw = -449 lbs Landscape Tributary Area At = b * s = 6.6667 ft2 Wind Load P W = qz * At = -437 lbs Dead Load P D = Q D * At = 20 lbs Uplift Pa = 0.6 P D + 0.6 Pw = -250 lbs Lag Screw Specific Gravity of Lumber SG = 0.50 (Douglas Fir-Larch) Diameter of Lag Screw D = 5/16 in Withdraw Design /in 1800*SG 3/2*D 3/4 = 266 lbs/in Depth of Embedment lp = 2.50 in Total Nominal Withdrawal Value W = W * l p = 665 lbs Load Duration Factor CD = 1.6 Withdrawal Design Value W' = W * C D = 1064 lbs Demand Capacity Ratio DCR = Pa / W' = 0.42 < 1 OK 1036 W Highland St - 2017628306/30/23 ASCE 30.3.2 Design Wind Pressure Beam/ Top Chord Check Roof Slope = 10 ° Roof Shape Gable Tributary Width s = 2.00 ft Tributary Length L = 17.00 ft Effective Area A = L ( MAX [ s , L/3] ) = 96 ft2 Height of Structure h = 25 ft Wind Speed V = 95 mph Exposure Category C Building Width B = 30 ft Building Length L = 50 ft Zone Width a = 3 ft Elevation Height zg = 79 ft Wind Directionality Kd = 0.85 Topography Factor Kt = 1.00 Ground Elevation Factor Ke = 1.00 Velocity Pressure Exposure Coefficient Kz = 0.95 Velocity Pressure q z = 0.00256KzKztKdKeV2 = 18.51 psf Internal Pressure Coefficient (GCpi) = -0.18 Zone GCp p = q z [(GCp) - (Gcpi)] 3 - - 3r 1.87 -38.01 3e 2.28 -45.55 2 - - 2r 2.28 -45.55 2e - - 2n 2.28 -45.55 1 -- 1'-- 1036 W Highland St - 2017628306/30/23 Beam/ Top Chord Check Lumber: Moment Demand # of Attachment per Rafter N A = Span : Orientation Lenght (ft) : Dead Load Roof Material: Q D = psf Live Load QLr = psf Wind Load p = psf Snow Load QS = psf Rafter Spacing s = in Wind Load, Portrait Portrait UL = Wind Load, Landscape Landscape U W = Linear Dead Load wd = plf Live Load wLr = plf Start ft Start ft End ft End ft Snow Load ws = plf Start ft Start ft End ft End ft Ma, Moment D lb-ft D+Lr lb-ft D+S lb-ft 0.6D+0.6W lb-ft D+0.45W+0.75Lr lb-ft D+0.45W+0.75S lb-ft Moment Capacity Framing Member Size Lumber Grade : DF-L No. 2 C M = 1 Ct = 1 Cr= CF = fb = psi C fu =C i = Breadth b = in Depth d = in Section Modulus Sx = bd 2 / 6 = in3 Bending Stress Capacity Fb = CM * C t * Cr * C F * fb = psi Table 4.3.1 NDS 2015 Deflection Limit E = ksi I = in4 Transient Deflection in Transient Deflection Allowed > [OKAY] Total Deflection in Total Deflection Allowed > [OKAY] -45.55 DF-L No. 2 4 j lj (ft) pd,j (lbs) pw,j (lbs) ps,j (lbs) Portrait 1 3.8 35.9 -544 0.0 8.2 35.9 -544 -544 0.0 4 14.2 35.9 -544 0.0 0.0 8.00 8.00 0.00 0.00 1.00 Portrait 3 9.8 35.9 10.00 1 2 3 4 Eave 2 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0 0.0 0.0 0 0.0 Portrait 0 0.0 0.0 0 0.0 20 40 0.0 0.0 0.0 0.0 0 0.0 Portrait 0 0.0 20 -304 0 0 0.0 0 3 0 0 0.0 Portrait 3 0.0 Portrait 0 0.0 0.0 A T (ft 2) 11.95 6.6667 pd (lbs) 35.85 -544 p w (lbs) ps (lbs) 0 14.95 2x4 1.15 1.5 17.00 14.95 17.00 900 1.50 3.50 222 243 222 473 233 233 DCR 0.9 1397 psi D 871 psi 0.62 3.06 1553 CD Fb' = C D * F b ASD Load Ma / S x 1.15 1785 psi D+S 871 psi 0.49 OKAY OKAY 1.25 1941 psi D+Lr 952 psi 0.49 OKAY 1.6 2484 psi 0.370 260 120 1600 5.36 0.6D+0.6W 1855 psi 0.75 OKAY 1.0 1 20 0.00 24 Comp 0.315 305 180 1.6 2484 psi D+0.45W+0.75S 912 psi 0.37 OKAY 1.6 2484 psi D+0.45W+0.75Lr 912 psi 0.37 OKAY ൌ ሺ െ ሻ െ െ െ ‐600.0 ‐400.0 ‐200.0 0.0 200.0 400.0 600.0 0.000 5.000 10.000 15.000 20.000 1036 W Highland St - 2017628306/30/23 EISMIC WEIGHT COMPARISON / ANALYSIS - (PER CEBC 2019 Part 10 Chapter 5 Section 502.5) PV System Weight Module Model REC Panel Weight Wpanel = 45 lbs Number of Panels NPV = 30 Total PV System Weight W PV = Wpanel * NPV = 1350 lbs Existing Roof Weight Roof Weight QD =10.0 psf Building Length Lbuild =50 ft Building Width W build =30 ft Roof Area Abuild =1500 ft2 Building Perimeter Pbuild = 160 ft Wall Height ht = 8 ft Wall weight Qwall = 15 psf Interior wall weight Qint = 10 psf Roof Load Wfloor = Abuild * QD = 15000 lbs Wall LoadWwall = ht /2 * Qwall * Pbuild + Abuild * Qint /2 = 17100 lbs Total Story Weight Wbuild = Wfloor + Wwall = 32100 lbs Percentage Weight Increase WPV / Wbuild = 4.21% < 10% OKAY 1036 W Highland St - 2017628306/30/23 1036 W Highland St - 2017628306/30/23 The scope of the plans is for the installation of the solar photovoltaic system only and the approval is subject to compliance with all applicable city and state codes and regulations regarding construction. The approval of the plans does not constitute any certification of the accuracy, completeness, or building permit status of the existing buildings and structures as shown. Bldg# 101110586 Elec# 20176283 Approved MSmith Issued 07/01/22 1036 W Highland St - 2017628306/30/23 1036 W Highland St - 2017628306/30/23 1036 W Highland St - 2017628306/30/23 1036 W Highland St - 2017628306/30/23 1036 W Highland St - 2017628306/30/23 1036 W Highland St - 2017628306/30/23 1036 W Highland St - 2017628306/30/23 1036 W Highland St - 2017628306/30/23