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Home My WebLink AboutPV2022-050 - Calcsz/2/2022 MOZI-09D 10HO Po(t VAnnsg�te . r ours® r lons... ENGINEERING SOLUTIONS FOR ALL YOUR SOLAR NEEDS Structural Calculations for SOLAR POWER SYSTEM CONNECTION CHECK AT: 1949 PORT RAMSGATE PL. NEWPORT BEACH, CA 92660 BUILDING DIVISION Job: ARA RESIDENCE Mar 03 2022 Prepared For: BY: D.E.A. ENLIGHTENED SOLAR 2377 S. EL CAMINO REAL, #200 SAN CLEMENTE, CA 92672 (949)690-2606 Design Criteria 1- Code: CALIFORNIA BLDG CODE 2019 / ASCE 7-16 2 - Wind: 95 MPH, Exposure: C 3 - Wood Species: DF-L No. 1 (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. cp No. C70784 _Exp. 0613012023 1-844-PV ELITE I info@yoursolarplans.com 3000 E. Birch Street Suite 2011 Brea CA 92821 2/2/22, 9:37 AM ITC Hazards by Location ATC Hazards by Location Search Information Address: 1949 Port Ramsgate PI, Newport Beach, CA 92660, USA Coordinates: 33.6231513,-117.8543578 Elevation: 231 fit Ti mesta m p: 2022-02-02T17:37:46.596Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI10-Year _____..___.___._..._ 66 mph MRI25-Year -------------------- 71 mph MRI50-Year __..____---------- 77 mph MRI100-Year -------- Risk Category l ---- Risk Category II ___ 81 mph MRI 10-Year ---------------- 72 mph MRI25-Year --------------- 79 mph MRI50-Year ___..___------ 85 mph MR1100-Year -------- 91 mph 89 mph RiskCategoryl __..-------- 100 mph 95 mph _ Risk Category III ..-------- .----- 102 mph Risk Category IV 106 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 annrnval by the onverninn huildinn node hodies resnonsihle for huildinn cnde annrnval and internretation for the https:Hhazards.atcouncil.org/#/wind?lat=33.6231513&ing=-117.8543578&address=1949 Port Ramsgate PI % 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 = 23 ° Roof Shape Hip TributaryW idth s = 6.00 ft Tributary Length 1 = 3.08 ft Effective Area Ae = 10.28 f? Height of Structure h = 25 ft Wind Speed V = 95 mph Exposure Category C Building Width B = 50 ft Building Length L = 60 ft Zone Width a = 5 ft Elevation Height Z = 231 ft Wind Directionality Kd = 0.85 Topography Factor Ki = 1.00 - Ground Elevation Factor K. = 0.99 Velocity Pressure Exposure Coefficient K. = 0.95 Velocity Pressure q, = 0.00256K�KnKdKXV2 = 18.41 psf Solar Array Pressure Equalization yX = 0.80 Array Edge Factor YE = 1.50 u.Rnn. IIebIMn a.lpidkaYMWwY6em6av414•KKknrl,wWe. W Mlm OmgMV}dky hti¢ny v)IIN➢m}I(unvvquW.ve°IRXure YW hmnmtllmlhumb N/e W qe 9. W Ww16v.r°udhvWPawNsroilmMNpaJm.bieYl¢il¢bt nl°euM/Smvv. /•e1m�4W mn1AT 10 a m { ii nzgl n$� 01 XbrewwAwe}.1� 1. VmiXeLL6avm IC%)b�mpNJpA. i )unmvJ etle kxm mmrt Ntl me b nl ldl. 119emtei°n RV v/eXPpmonvigwN W rvyfmmhwReemRJb! A. �e�mvme+wu ba�.uw�4mmwbw w m6abPmeo. s. vmdmgl w�wraee�.wlebxrm�wwwmmmlwmeww.eb...wm�m. naa«mbwm/ m..wbe dmwaRcuam. � mm�mw a.®m wu. aeQePimrc.. JYlhvnvd 6mi Ik °IYk WRaJnmoEmi Zone 1 GCc I o = 3r 3e 2 2r 2.00 -44.08 2e 2.00 -44.08 2n - - 1 1.40 -30.84 1' 1 RP a ` - Ra Pa 1 m Im ImJ EX W. MW ARM, A.M A W RE 3RM 6du Pbel Pnuu� 6p W vLLn hM). v. b Xu W G uM P W R/ EntlmM RWMAp °I RY XNply LAG SCREW ANALYSIS Loads Wind Pressures q� _ -44.08 psf Solar Panel Load QD = 3 psf Panel Length 1 = 6.167 it Panel Width b 3.425 ft Attachment Spacing s = 6 ft Tributary Area A, = 18.50 ft` Wind Load Pw = q� * A, _ -816 Ibs Dead Load Pp = QD * A, = 55.5 Ibs Uplift Pa = 0.6 PD + 0.6 Pw = -456 Ibs Tributary Area A, = b * s = 10.275 ft` Wind Load Pw = q� * A, _ -453 Ibs Dead Load PD = QD ; At = 30.825 be Uplift Pa=0.6 PD+0.6 Pw = -253 lbs Lao Screw . Specific Gravity of Lumber SG = 0.50 (Douglas Fir -Larch) Diameter of Lag Screw D = 5116 in Withdraw Design /in 1800*SG312*Da4 = 266 Ibs/in Depth of Embedment It, = 3.25 in Total Nominal Withdrawal Value W = W * I a = 864 Ibs Load Duration Factor Co = 1.6 Withdrawal Design Value W' = W * Co = 1383 be Demand Capacity Ratio DCR = Pa / W' = 0.33 < 1 OK ASCE 30.3.2 Design Wind Pressure Koor Slope 0 = 23 ' Roof Shape Hip Tributary Width s = 2.00ft Tributary Length L = 18.00 ft Effective Area A = L ( MAX [ s , L/3]) = 100 ft2 Height of Structure h = 25 ft Wind Speed V = 95 mph Exposure Category C Building Width B = 50 ft Building Length L = 60 ft Zone W idth a = 5 ft Elevation Height Z9 = 231 ft Wind Directionality Kd = 0.85 Topography Factor K, = 1.00 Ground Elevation Factor Kn = 0.99 Velocity Pressure Exposure Coefficient K� = 0.95 Velocity Pressure q. = 0.00256K�KnKtlKeV2 = 18.41 psf Internal Pressure Coefficient (GCpi) = -0.18 Zone GCp p = q� [(GC) - (Gcpi)] 3 1.53 31.41 3r - - 3e 2 2r 1.53 -31.41 2e 1.53 -31.41 2n 1 0.80 -18.04 1' ww5m5 :,a; - I y nlvxrov TM` pAV Ibr4m aslPiYbNMNJJ�4ep44MiekveYw,Ib.W MAv Wee4t,Kdkw bNrtxJ 9�nYanlON9n4Yuorelvq ea W,. W tlp.ONveuVlEem:uiM(mn,kmWk �QeMPe •.1 Y6mtm6nN WAgmewNb¢m�YnvY°dy�N�W'e,EW; IrtLY nl egMSfumtn A.Ks rsIkIlY.Yl1 (m) • uM ✓ps amarmm ewmJ. Y tym.. ewwv,..P.a.xdmN 40 n m y° n m i4 It := r r; if i.t Iw iw, m Sa9:® Pmm. omrtlN.,urnn'Nh� elMgS'�nl wY. i lbivuJ vYetrnm'CeRnIrt Mf Nwe is nfld4 x Im.m mo � JNrS m+�m=nw e..a m,.n r� x wm �wa.Jl. a w.mv� rrt � °.wm rrtmw�o rs�• w we. pom.. xvmmla Il.i,wmea.d Yee.er�m+Jl.uomr�wweww�eua.<Wrr>. cua,.e.wwm.w�,5wm..,ue�m✓u.Yivawu Ime+�lm.ws®aomio-. eqe 0uvenaWlGvmW OmKmJ4 n15eMN: (9YpF1JW RTTOM4YMAN5WeN51Y , WE41wNew�iaPYm41JL,A0NWgeq VmStlr W YY BJYbiIIY IIM 1 V.5}I' Pod M Pwl`H Beamf Top Chord Check Lumber: DF-L No. 1 Moment Demand # of Attachment per Rafter Nq= 4 Span: 1 2 3 4 Eave Lenght(ft): 8.00 8.00 0.00 0.00 2.00 Dead Load Live Load Wind Load Snow Load Rafter Spacing Wind Load, Portrait Wind Load, Landscape Linear Dead Load Live Load Snow Load Roof Material: Shake Qo = 10.00 psi Qi,= 20 psf p = -31.41 psf Qa = 0.00 psf s= 24 In Portrait UL- Landscape Uw= AT (fta) Pd (Ibs) I P. (Iba) I p, (to') 18.5 65.5 Z81 0 110.2751 30.825 -323 0 wd = 20 pit wLr= 40 pit Start 0 ft Start 14.09 ft End 4.5 ft End 18.00 It we = 0 pit Start 0 ft Start 14.09 ft End 4.5 ft End 18.00 ft D M., Moment 234 lb-ft D+Lr 275 lb-ft D+S 234 lb-ft 0.6D+0.6W 440 lb-ft D+OA5W+0.75Lr 247 lb-ft D+0.45W+0.755 24716-fl Orientation ] II (ft) P.,(Ibs) p„,(Its p,(1bs( Lantlscepe 1 2 5.2 7.3 30.8 30.8 -323 -323 Portrait 3 4 8.7 13.3 55.5 55.5 -581 -581 -:H M(x)=Rt(+-LJ-P/(x-t/)- 2 Moment Capacity - Framing Member Size 2x4 Lumber Grade: DF-L No.1 Cm= 1 Ct= 1 Cr= 1.15 Cr= 1.5 fs= 1000 psi Cry= 1.0 0,= 1 Breadth b = 1.50 In Depth d= 3.501n Section Modulus S„=bd2/6= 3.06 lns Bending Stress Capacity Fd=Cv*C�*C,`Ce"fs= 1725 psi Table 4.3.1 NDS 2015 Co Fe = Co' Fj ASD Load M7 S: DCR 0.9 1553 psi D 916 psi 0.59 OKAY 1.25 2156 psi D+Lr 1078 psi 0.50 OKAY 1.15 1984 psi D+S 916 psi 0.46 OKAY 1.6 2760 psi 0.6D+0.6W 1725 psi 0.62 OKAY 1.6 2760 psi +0.45W+0.75L 970 psi 0.35 OKAY 1.6 2760 pal D+0.45W+0.755 970 psi 0.35 OKAY Deflection Limit E = 1700 ksi I = 5.36 in Transient Deflection 0.291 in Transient Deflection Allowed 330 > 180 [OKAY] Total Deflection 0.340 in Total Deflection Allowed 282 > 120 [OKAY] EISMIC WEIGHT COMPARISON / ANALYSIS - (PER CEBC 2019 Part 10 Chapter 5 Section 502.5) PV System Weight Module Model Hanwha Panel Weight Wpanal = 48.5 Ibs Number of Panels NPV = 40 Total PV System Weight WPV = Wpanal * NPV = 1940 Ibs Roof Roof Weight Qo = 10.0 psf Building Length 1-build = 60 ft Building Width Wbulld = 50 ft - Roof Area Abuild = 3000 ff Building Perimeter Pbuild = 220 ft _ Wall Height hi = 8 It Wall weight Qwan = 15 psf Interior wall weight Qint = 10 psf Roof Load WFloor = Abuild " Qo = 30000 Ibs Wall Load Nwall = h, /2 a Qwan ' Pbuild + Abuild ` Clint /. = 28200 Ibs Total Story Weight Wbulid = WFloor+ Wwall = 58200 Ibs Percentage Weight Increase WPV / WbUd = 3.33% < 10% OKAY