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Home My WebLink AboutPV2021-239 - Calcs�Zo� QAI24�2a IDI//11►� Structural Calculations for SOLAR POWER SYSTEM CONNECTION CHECK AT: 1200 ESSEX LN NEWPORT BEACH, CA 92660 Job: TAYLOR, JOSH Prepared For: ENLIGHTENED SOLAR 2377 S EL CAMINO REAL #200 SAN CLEMENTE CA 92672 Design Criteria 1- Code: CALIFORNIA BLDG CODE 2019 / ASCE 7-16 2 - Wind: 110 MPH, Exposure: B 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. IV 1� 1-844-PV ELITE I info@yoursolarplans.com 3000 E. Birch Street Suite 2011 Brea CA 92821 BUILDING DIVISION Dec 01 2021 11/24/21, 3:15 PM JftTC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 1200 Essex Ln, Newport Beach, CA 92660, USA 33.6261673,-117.9003897 88 It 2021-11-24T23:15:36.157Z Wind ASCE 7-10 ATC Hazards by Location MR110-Year ._.._..___--____ 66 mph MRI10-Year ------ .._-___- 72 mph MRI25-Year ------------------- 71 mph MRI25-Year --------------- 79 mph MRI50-Year ------------------- 77 mph MR150-Year _______---- 85 mph MRI100-Year__.------------ -_- 81 mph MR1100-Year .__._:__-____ 91 mph Risk Category I ---- -..--- -... 89 mph Risk Category II -____-_- ___ 95 mph Risk Category III _--_-..--- 102 mph Risk CategoryIV ----- -------- 106 mph Risk Category I ___..__--..- 100 mph Risk Categoryll ______ 110 mph Risk Category III -IV .--.--- 115 mph ASCE 7-05 ASCE 7-05 Wind Speed ---- __ 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal - - - areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wehsite dnes not imnly annroval by the onvernina buildina code bodies resnnnsihle for huildino ande annroval and internretatinn for the https:/Ihazards.atcouncil.org/#/wind?lat=33.6261673&ing=-117.9003897&address=l200 Essex Ln%2C Newport Beach%2C CA 92660%2C USA 112 ASCE 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes. Roof Slope 0 = 31 ° Roof Shape Gable Tributary Width s = 5.33 ft Tributary Length I = 2.88 It Effective Area AE = 15.32 ft2 Height of Structure h = 25 ft Wind Speed V = 110 mph Exposure Category B Building Width B = 33 ft - Building Length L = 78 ft Zone Width a = 3.3 ft - Elevation Height z9 = 88 ft - - Wind Directionality Kd = 0.85 - -" Topography Factor Kl = 1.00 Ground Elevation Factor KE = 1.00 - Velocity Pressure Exposure Coefficient K� = 0.70 _- - - -- - -- - Velocity Pressure q� = 0.00256K�K�lK,KEV2 = 18.39 psf Solar Array Pressure Equalization Y. = 0.78 Array Edge Factor YE = 1.50 _.. Zone GCp p=q.(GC )f 3 - - - 3r 1.97 -42.23 - 3e 3.10 -66.41 2 2r 1.74 -37.28 2e _.... 2n 1.97 42.23 1 1' rowmo. OA4r!'�,Mmly Wb.N wlnrmug4r.M1Nbau 4n®°I u•Jmun+al0@9mAl(mminMet•+bgtle M#Jirru°rIJ14rteJUW (p[IRwI� N#t1� Icweq°reMttlJart•. 9.IMLmYtlmeum JhYw°I�veawN1em°Wm mr WlJlm•b�•.Nrt b). LeJLWOW B.AgIeMpYrcJM6wn Rural b Oapm FibmIRP Cxflkpnb O w N .r j - Tr pp 99 P PI' I IIOYM.0 110r m 41•V WN/u9t•(e )®A A. p.IM1rcnWW.IRP'Prl^n. I. Vm4°Icwh°m1IX%i) �°RmN.4pp�. xlwm.JamaNm.rtaaR.wm�wmlwA an. mfmlm°Jw•Iwlhwa...+nlelle.w.a...t u.. m.rePnnery. a kxpm�m. Cr. wpaONpsf (m w:ecplee.ma0%PRr•m+'>d rllarINaeRsy4ukryumemmVtw •peraNbrnwraer. tl tsa6nmvJtiveeumJUY W14Y'M WY LY mS °r.MnYYm®n.N We M° P°vrmc oLLUY h menwN Mm IR mrFle NR rt Ne °m W.1°� PPFE]pY3Odq°�n#�NpmiFwniwtlp311A mApw RwwrOeMYn4(Ogl,gfn[4W NP°WM 6°WUY WCpr-OWYPmX. YI'.YYN 1 of w 5 � aY 0.i t Io tW 1 EMeedve Wlntl Area, A,M FlWPEtH.HSdYr Pertl Pmau° Epe9vWn h[be.tr. lu EzbaO W LAG SCREW ANALYSIS Loads Wind Pressures -42.23 psf Solar Panel Load QD = 3 psf Panel Length 1 = 5.750 ft Panel Width b 3.4167 ft Attachment Spacing s = 5.33 ft Portrait Tributary Area A, = 15.32 ft2 - - Wind Load Pw = q� * A, _ -647 lbs Dead Load PD = OD * A, = 45.971 Ibs Uplift Pa=0.6 PD+0.6 Pv, _ -361 lbs Landscape -- - -- Tributary Area A, = b' s = 9.1054 ft2 - Wind Load Pw=q=*A, _ -384 lbs Dead Load PD = QD ` A4 = 27.316 lbs -- - -- --. Uplift P. = 0.6 PD + 0.6 Pw = -214 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•SGw� D"4 = 266 lbs/in - -. Depth of Embedment Ip = 2.50 in Total Nominal Withdrawal Value W =W ` I p 665 Ibs Load Duration Factor CD = 1.6 �. -- ------ - Withdrawal Design Value W' = W' CD = 1064 Ibs Demand Capacity Ratio DCR = Pa / W' = 0.34 < 1 OK ASCE 30.3.2 Design Wind Pressure Beam/ Top Chord Check Roof Slope 0 = 31 ' Roof Shape Gable Tributary Width s = 1.33 ft Tributary Length L = 16.00 ft Effective Area A = L ( MAX [ s , L/3]) = 85 ft, Height of Structure h = 25 ft Wind Speed V = 110 mph Exposure Category B Building Width B = 33 ft Building Length L = 78 ft Zone Width a = 3.3 ft - Elevation Height Z9 = 88 ft Wind Directionality Kd = 0.85 -- Topography Factor K, = 1.00 Ground Elevation Factor Kb = 1.00 Velocity Pressure Exposure Coefficient K� = 0.70 - -- Velocity Pressure qz= 0.00256K�KnKtlKeV2 = 18.39 psf -..... Internal Pressure Coefficient (GCpi) = -0.18 Zone GCp p = q, [(GC) - (Gcpi)] 3 3r 1.60 -32.79 3e 2.58 -50.84 2 2r 0.96 -21.02 2e - - 2n 1.60 -32.79 1 _ _ ICI mml �� xebn,,, bnnbYObbamwYAA.IIM'erlr,pYlenbewkwNnaJMrp W yayypyyy e•aNm011e 3p(4omx VnamWrnuu,Yearyr eaaurYW hinwmlm,pw{k dF�Jlb MvvYuinmMruW bavq,eYedFNu�xe WIIallxbYnYamAnrNUM1n e.iaabwumwma mYbb�.wmYn.nam..mxbnra. A• ks b(bpa.NV lm� •ne1kY Wn %mtOmbnvnY k Rp¢r. 6brv)VrtqureCw/(xbnb y J 0 0 i 1 xo,Y I uJl F-F L: b r�wMi lbiYw AM qv 4YM YT 1 R1WM1r(4� F�VnMNJgM1IU�I Nxln •Yiuk 21ir- J;q eRxlD,e•W bM1titfx(p), JW m•W v,mY,mm erw�. "`r ix wl��lJ'elr.mrw.we.brww..we,a��m. �. vYnWlrurlbn,r„�n..m,NJ.xFn.am.ma.k.l wm �Nnvnw.Ibe�.nb,wmaJl�mm�lbbueNvm nY�enia�A..mw � J'.t•Y.�...,,.NJNmno.x Nn�mm.sbF WN.nw�. 4WI[AfIDOgemb NClwlp�M1'yntl�4�aq n�•4nb, (OCrAb Nebu]NIMWM bNwr••M1SbWMYr4 Beam/Top Chard Check Lumbar: DF-L No.2 # of Attachment per Rafter NA= 4 Span: 1 2 3 4 Eave Lenght(ft): 15.00 0.00 0.00 0.00 1.00 Dead Load Roof Material: Id. Shlni Qp= 10.00 psi Live Load 0,= 20 psi Wind Load p= -32.79 psi Snow Load Qs = 0.00 psf Rafter Spacing s= 16 in Wind Load, Portrait Portrait UL= Wind Load, Landscape Landscape Uw= AT(fts) I P.(lb.) I P..(Ibs) Pc(Ibs) 15.324 9.1054 45.971 27.318 .503 .299 0 0 Linear Dead Load wa = 13.3 plf - Live Load wLr= 26.7 pit Start 0 it Start 14.60 ft - End 3 It End 16.00 it Snow Load we= 0 plf Start 0 ft Start 14.50 ft End 3 It End 16.00 It M„ Moment D 787 lb-ft D+Lr 825 lb-ft D+S 787 lb-ft 0.6D+0.6W - 2266 lb-ft D+0.45W+0.75Lr 1266 lb-ft 2500.0 2000.0 1500.0 1000.0 500.0 00 Orientation j I i(ft) I pd�llhsi p„,,Ilbs p,0bs) Portrait 1 2 3.7 8.0 46.0 46.0 -503 -503 Portrait 3 4 9.5 13.8 46.0 46.0 -503 S03 D+0.45W+0.75S 1266 lb-ft M(x)=Rr(x-LI)-P x-1 wexa /�- 2 Moment Capacity Framing MemberSize 2X10 Lumber Grade: DF-L No.2 CM=1 Ct=1 Cr= 1.15 Cr= 1.1 fb= 900 psi ON= 1.0 C,=1 Breadth b= 1.50 in Depth d = 9.25 in -- Section Modulus S,=bd2/6= 21A in' Bending Stress Capacity Fb= CM' Ct' Cr' Cs `fb= 1139 psi Table 4.3.1 NDS 2015 Co F,'=Cc'F ASO Load M,/S, DCR 0.9 1025 psi D 442 psi 1 OA3 O KAY 1.25 1423 psi D+Lr 463 psi 0.33 OKAY 1.15 1309 psi D+S 442 psi 0.34 OKAY 1.6 1822 psi 0.6D+0.6W 1271 psi 0.70 OKAY 1.6 1822 psi +0.45W+0.75L 710 psi 0.39 OKAV 1.6 1822 psi D+0.45W+0.755 770 psi 0.39 OKAY Deflection Limit E = 1600 ksi I = 98.93 in° Transient Deflection 0.459 in Transient Deflection Allowed 392 > 180 [OKAY] Total Deflection 0.539 in Total Deflection Allowed 334 > 120 [OKAY] EISMIC WEIGHT COMPARISON / ANALYSIS -(PER CEBC.2019 Part 10 Chapter 5 Section 502.5) PV Module Model Hanwha Panel Weight Wpanel = 44 Ibs Number of Panels Npv = 20 Total PV System Weight _ Wev =. Wpanel * NPv = 880 Ibs --. Roof Weight - Qo = 10.0 psf Building Length Lbund = 78 It Building Width Wbuiid = 33 t Roof Area Abuild = 2574 f Building Perimeter Pbuild = 222 It Wall Height h, = 8 It -. Wall weight Qwan = 15 psf - Interior wall weight Qint = 10 psf Roof Load Wnoor = Abuild * Qn = 25740 Ibs Wall Load Nwall = h, /2 * Qwali * Pbuild + Abuild * Clint /% = 26190 Ibs "Total Story Weight Wbuim = Wewr+ Wwall = 51930 Ibs Percentage Weight Increase WPy / Wbulld = 1.69% < 10% OKAY SOLAR IS CONCENTRATED ON LOCAL AREA. CHECK ROOF ON WHERE SOLAR PANELS ARE.