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HomeMy WebLinkAboutSolr-21-1043 ,' ..ti k � , Per..rr�it No',SO LR'"211043.. City of Arcadia, CA qy f, a' t: Development Services Department � �� :~ 'gyp r �' ,� Permit Type Solaro` � 240 West Huntington Drive,Post Office Box 60021 { t �' i °2 I: - ' a� m° Arcadia,CA 91066-6021 ,; w i� LW0rkiClessrficaa0n Solar ResldentiaI Overr 10 KV: !_ (626)574-5416 11r i "n 1 r 44x "Y"'A" 'a i Permit�'tgtus Issued A. 'cAi1 �� Issue;Date 06/09/2021�� Expiration 06/09/2022 Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number AVE 1015 S TENTH Arcadia,CA 91006-4504 5780020067 Contacts Brian Machida Owner SUNLUX* Contractor 1015 10th 8(00 S ROCHESTER AVE B,ONTARIO,91761 (909)210 0924 1008374 n Description:ROOF MOUNTED SOLAR SYSTEM 36 Valuation: $ 0.00 Tenant MODULES/MICROINVERTERS 100A LOAD CENTER Plan Check#Total Sq Feet: 0.00 Plan# Fees Amount Payments Amount Paid Building Plan Check Fee Residential $100.00 Total Fees $324.72 Distribution Panel $16.48 Cash/Receipt#REC-07856-21 $324.72 Electrical Permit Issuance Fee $47.01 Inverters $77.78 Amount Due: $0.00 - Panels $82.45 Solid Waste Management Fee 2 $1.00 I Total: $324.72 Lav6—zl CALLS FOR INSPECTIONS �` , by telephonemessage l I�/_ 1l reqRequestuestingfor the addressinspection,timeframe ea what626-574-5450.inspection Li isneededa msag. J This permit/plan review expires by time limitation and becomes null and void if the work authorized by the permit is not commenced within 180 days from the date of issuance or if the permit is not obtained within 180 days from the date of plan submittal.This permit expires and becomes null and i CO1PLETED voidconsecutive if any work days authorized no by thisprogressive permit ishas suspendedbeen or verified abandonedbyaCity forof 180 if Arcadia building inspector fora periodwork of 180 consecutive days. • June 09, 2021 Issued By:Jeff Wang Date June 09,2021 Page 1 of 1 of ARC 0,1F07N.,99Ar PERMIT/PLAN REVIEW APPLICATION t Development Services Department,240 West Huntington Drive,Post Office Box 60021 \Y 0 Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173 City of Arcadia LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION ❑ I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following: Chapter 9(commencing with Section 7000,of Division 3 of the Business and Professions Code,and my license is in full force and effect. ❑ I have and will maintain a certificate of consent to self-insure for workers' License Class License No. Exp. Date compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Signature of Contractor OWNER-BUILDER DECLARATION ❑ I have and will maintain workers'compensation insurance,as required by Section ❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit License Law for the following reason(Section 7031.5,Business and Professions is issued.My workers'compensation insurance carrier and policy numbers are: Code.Any city or county which requires a permit to construct,alter,improve, Carrier demolish,or repair any structure,prior to its issuance,also required the applicant Policy Number for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors License Law(Chapter 9(commencing with Section (This section need not be completed if the permit is for one hundred dollars or less) 7000) of Division 3 of the Business and Professions Code)or that he or she is exempt there from and the basis for the alleged exemption. Any violation of ❑ I certify that in the performance of the work for which this permit is issued,I shall Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers' penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subject to the workers'compensation provisions of Section 3700 of the Labor Code,I shall ❑I, as owner of the property, or my employees with wages as their sole forthwith comply with those provisions. compensation,will do the work,and the structure is not intended or offered for sale(Section 7044,Business and Professions Code:The Contractors License Date Signature Law does not apply to an owner of property who builds or improves thereon, or who does such work himself or herself or through his or her own employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful, sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation, did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and attorney's fees. ❑I, as owner of the property, am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097, Civil Code). ❑ I am exempt under Section 7044,Business and Professions Code,for this reason: Lender's Name Date Signature Lender's Address IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING: 1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel. 2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings and structures. 3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for further information. Name Title PRINT NAME I certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner. I agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of Arcadia to enter upon the above-mentioned property for inspection purposes. Signature Date _ CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS: Owner: Brian Machida Address: 1015 S 10th Avenue,Arcadia, CA 91006 INDEX TO CALCULATIONS Sheet Item 1-2 Wind parameters 3-4 Seismic parameters and determination of Fp 5 design loads, roof member check, wind uplift check, deflection 6 attachment check, rail span check 7 lateral check Engineering Calculations Performed By: ( 4`9`� t;� t\� t1i3`4;t Doug Engineering • 20271 Lighthouse Lane, Huntington Beach,16A 92646- ', °4 ` ' ' owt 't � f b13` 949-285-5104 „ roils ilitii 'L , , Engineering Calculations For: ; }c ;1.1,,11+)c t. SunLux -,�;,:�,ti i� ;11t };',r,;1 a;;d'1 c}t 10860 6th Street, Rancho Cucamongat'CA�,91�73O1`' , �' r' ��• :gt� " `` (909) 390-1796 is`:'�;}''' ' ot� ;iYi: Project Number: SLE-3430 0$; Date: 12/22/2020 �3ctSSIoN BASIS FOR DESIGN c? c� !".? CODE: 2019 California Building Code �+s ASCE 7-16 LIVE LOADS ' EXP 06130/22:.' ROOF 20.0 psf CIVIL44~ SNOW 0.0 psf ' • ASCE 7-16 FLUSH MOUNTED SOLAR PANELS Type of Roof Hip Roof Slope-0=Angle of plane of roof from horizontal, in degrees 0= 15 deg Mean Roof Height-Eave height will be used for 0<= 10deg h = 22 ft Building dimensions s1 = 30 ft s2= 40 ft a= 10% of least horizontal dimension or 0.4h,whichever is smaller, but not less than 4% of the least horizontal direction or 3 ft a= 3ft B= Horizontal dimension of building normal to wind direction, in ft. B= 30 ft Horizontal dimension of building Attachment Spacing Effective Area A= 13 ft2 p = gn(GCp)(YE)(Ya) 29.4-7 FIGURE 30.3-2E Components &Cladding h<=60 ft: External Pressure Coefficients, (GCp), for Enclosed and Partially Enclosed Buildings -Hip roofs 7<=20deg (Roof) FIGURE 30.3-2F Components& Cladding h<=60 ft: External Pressure Coefficients, (GCp), for Enclosed and Partially Enclosed Buildings -Hip roofs 7<=20deg(Overhang) Velocity pressure Exposure Coefficients ROOF OVERHANG Wind Exposure C (GCp)down = 0.65 0.65 Kn= 1 (GCp)upzl = -1.69 -2.19 Kd = 0.85 (GCp)upz2r = -2.15 -2.85 KZ = 0.85 (GCp)upz2e = -2.42 -2.87 Ke = 1 (GCp)upz3 = -2.42 -3.37 7E = 1 Ya = 0.75 V = 110 mph qh = 0.00256KZKztKdKeV2 qn = 22.4 psf p = 16.8 *(GCp) 1 ASCE 7-16 Diagrams I _ I I. . 1 irr lit 0 PO t t 110 i 1 t" i' t I I i, t I 1 i ELEVATION i T,= l r _ PLAN Notation a=10%of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension or 3 ft(0.9 m).If an overhang exists,the edge distance shall be measured from the outside edge of the overhang.The horizontal dimensions used to compute the edge distance shall not include any overhang distances. B=:Horizontal dimension of building measured normal to wind direction,in ft(m). h=Mean roof height,in ft(m). 6=Angle of plane of roof from horizontal,in degrees. Wind Pressures Wind Down-All Zones 10.9 psf 10 psf, MIN ROOF OVERHANG Zone 1 -28.39 psf -36.79 psf Zone 2r -36.12 psf -47.88 psf Zone 2c -40.66 psf -48.22 psf Zone 3 -40.66 psf -56.62 psf All panels are in Zones 1 and 2e ROOF OVERHANG Use -36.12 psf -48.22 psf 0.6*W -21.7 psf -28.9 psf 2 ASCE 7-16 Soil Site Class = D Seismic Use Group = I SS = 2.568 Mapped Spectral Response acceleration in short periods S1 = 0.979 Mapped Spectral Response acceleration at one second periods Table 1613.2.3(1) Values of Site Coefficient Fa SITE CLASS SS<0.25 SS=0.5 SS= 0.75 SS= 1.0 SS>1.25 SS>1.5 A 0.8 0.8 0.8 0.8 0.8 0.8 B 0.9 0.9 0.9 0.9 1.0 1.0 C 1.3 1.3 1.2 1.2 1.2 1.2 D 1.6 1.4 1.2 1.1 1.0 1.0 E 2.4 1.7 1.3 - - - F - - - - - - Fa= 1.200 (interpolated) SMS= Fa*SS= 3.082 Min. 1.2 per 11.4.3 Table 1613.2.3(2) Values of Site Coefficient Fv SITE CLASS S1< 0.1 S1= 0.2 S1= 0.3 S1= 0.4 S1>0.5 S1>0.6 A 0.8 0.8 0.8 0.8 0.8 0.8 B 0.8 0.8 0.8 0.8 0.8 0.8 C 1.5 1.5 1.5 1.5 1.5 1.4 D 2.4 2.2 2.0 1.6 1.5 1.7 E 4.2 - - - - - F - - - - - - Fv= 1.700 (interpolated) SM1 = Fv*S1 = 1.664 SDS=2/3*SMS= 2.054 SD1 =2/3*SM1 = 1.110 SDS RISK CATEGORY SD1 RISK CATEGORY > I, II - Ill I IV > 1, 11 I III IV 0 A A A 0. A A A 0.167 B B C 0.067 B B C 0.33 C C D 0.133 C C D 0.5 D D D 0.2 D D D Seismic Design Category= E 3 ASCE 7-16 Seismic Use Group = I Seismic Design Category = E I = 1 SS = 2.568 S1 = 0.979 SMS = 3.082 SM1 = 1.664 R = 6.5 Height = 11.375 T= 0.035*hn^.75 = 0.21679 r(Reliability/Redundancy Factor) = 1 SDS = 2.054 SD1 = 1.110 (ASCE 7-16 12.8-2) CS= SDS/(R/I) = 0.3160 W (ASCE 7-16 12.8-3) CS<= SD1/[(R/I)T] = 0.787 W (ASCE 7-16 12.8-5) CS>_ .01 = 0.01 W If S1>0.6g (ASCE 7-16 12.8-5) CS>= 0.5*S1/[R/I] = 0.075 W V(controls) = 0.3160 W Determine Fp for seismic loading on attachments Seismic Load on Nonstructural Components Spacing of attachments 5.33 ft Tributary width of attachments= 1/2 Panel length= 33.5 in Ap= 14.9ft` PV unit weight including racking = 3 psf Wp= 44.63875 lb Other mechanical/electrical components ap= 1 Fp= 0.4apSDS*Wp/(Rp/Ip)(1+2z/h) 73.35 lb 13.3-1 Rp= 1.5 1,= 1 Fp<= 1.6SDS*IPWp 146.70 lb 13.3-2 SDS= 2.054 Wp= 44.63875 lb Fp>= 0.3SDS*IPWp 27.51 lb 13.3-3 z= 22 ft h= 22 ft 1 4 PROJECT: PV Panels for Brian Machida SHEET: 5 OF 7 CLIENT: SunLux DATE: 12/22/2020 BY: Doug Engineering DE JOB NO.: SLE-3430 DESIGN LOADS Dead Loads Uplift Roof 0.6WL COMP SHINGLE 4.0 psf 0.6WL Zone 1 and 2e -21.7 psf, MIN 10 PSF 5/8" Ply shtg 1.9 Overhang -28.9 psf Rf Frm'g 2.8 PwLdown= 10.9 psf 10 psf, MIN 10 PSF Misc. 1.5 Uplift 0.6DL+0.6WL (N) PV System 3.0 Zone 1 0.6*3-21.7 -19.9 psf Zone 2 0.6*3-28.9 -27.1 psf Total DL 13.2 psf Downward DL+0.6WL LL 20.0 psf Poi+WL= 13.0 psf SNOW 0.0 psf Rafter Check Existing 2x8 RAFTERS @ 16"o.c Spacing 1.33 ft Trib panel width = 5.33 ft E 1500000 psi Fb= 900*1.2*1.15 1242 psi 47.6 in^4 Maiiowwind= 2176 ft-lb Span1 16.66 ft MaiiowLL= 1700 ft-lb Span2 0.00 ft See below for Wind Uplift loads Span3 0.00 ft due to concentated loads at attachments Span4 0.00 ft (Distance Wind Mmax Wind P= to Att. Load Trib W Uplift wind(ft- Down PVDL P=DL+WL Pts) a b R1 (Ib) R2(lb (psf) (ft) (Ib) Ib) (Ib) (Ib) (Ib) -1.50 1 -0.50 -0.50 17.16 442.3 -12.9 28.9 5.3 429.4 -215 148.6 44.6 193.1 2 3.08 3.08 13.59 262.9 59.5 21.7 5.3 322.4 808 148.6 44.6 193.1 3 5.08 5.08 11.59 224.2 98.2 21.7 5.3 322.4 1138 148.6 44.6 193.1 4 8.65 8.65 8.01 155.0 167.4 21.7 5.3 322.4 1341 148.6 44.6 193.1 9.65 Span 1 Uniform DL 16.66 68.0 68.0 6.1 psf 1.3 8.2 plf 283.1 Reactions at Span1 1152.3 380.2 Negative values are uplift reactions Mmaxwindup= 1877 ft-lb<2176 ft-lb OK Mmaxwinddown= 1985 ft-lb<2176 ft-lb OK For DL+LL including the PV system weight point loads w= 40.3 plf P= 44.6 lb Mmax= 1652 ft-lb< 1700 ft-lb OK Deflection Check DDT=5wL4/(384EI) (5*13.2*16.66^4)*1728 = 0.427 in = L/ 468.2 OK 384*1.5E6*47.6 PROJECT: PV Panels for Brian Machida SHEET: 6 OF 7 CLIENT: SunLux DATE: 12/22/2020 BY: Doug Engineering DE JOB NO.: SLE-3430 CHECK SCREW ATTACHMENTS FOR WIND UPLIFT Pwuplln= 429.4 lb 5/16" Lag with min 2.5"penetration for each attachment Table 12.2A-NDS-Lag Screw Withdrawal Values For 5/16"Lag into .5G wood 266 lb Allowable wind load= 1.6*2.5*266 1064 lb > 429.4 lb OK CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp Fp= 73.35 lb Roof slope/module tilt 15 deg Shear= Fp*cos( 15 )= 70.9 lb 1\ Fp sin(ang) Tension= Fp*sin( 15 )= 19.0 lb Fp cos(ang) Table 11 K-NDS Z= 190 lb CD= 1.6 Z'= Z*Co= 304 lb> 70.85 lb OK Withdrawal capacity W= 1064 lb Interaction Equation ft/Ft+f/F„ 0.421 + 0.233 = 0.654 < 1 OK RAIL SPAN CHECK ' Everest Railing Check-Gable/Hip Roof Load for half a panel=2.7' w= 57.78 plf Per the Everest Engineering for 110 mph, 0 psf snow, and 15 deg roof slope,the max span for Crossrail48-X is 96"for Array Interior Panels and 72"for Array Array Edge panels Use Crossrail48-X PV Rails with a spacing of 64"o.c. max for attachment points,typ. Everest Solar 48-X Flush-Mount Dual Rail,Enclosed Hip/Gable Roof 0-30ft,72 Cell(L)Rail Only Grauiscf Exposure UUirid 5peecl 110 mph" ,Snow Load, Category. Panel Angle Roof Zone > 1' 1 2e 2r 2n 3e 3r 0;ta.7 Array Interior 112 102. 91 91 91 81 81 Array.Edge 111 88 79 79 79 70 70 7 to 20 Array Interior 96 96 96 83 83 83 78 Array Edge 83 83 83 72 72 72 66 0 p`sf;;' C 20 to 27 Array Interior 106 106 106 88 88 88 86 Array.Edge 92 92 92 76 76 76 74 2'7 to 45 Array.Interior 99 99 99 99 95 88 95 Array Edge+: S5 85 85 85 82 76 82 45,to 90 Array Interior 112 112 107 107 107 107 107 Array.Edge 99 99 93 93 93 93 93 PROJECT: PV Panels for Brian Machida SHEET: 7 OF 7 CLIENT: SunLux DATE: 12/22/2020 BY: Doug Engineering DE JOB NO.: SLE-3430 LATERAL ANALYSIS DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING Aroofexsting = 2697 sf Wpanei= 43.0 lb Wroofexisting= 10.2*2697 = 27509 lb 36 *Wpanei = 1548 lb Wwaiiexisting= 15*80*4 = 4800 lb Wrestofarray= 460.8 lb Wexisting= 32309 lb Warray= 2008.8 lb V= 0.316 W Vroofexisting= 10210 lb Existing Total Lateral Force Vroofwpaneis= 10845 lb New Total Later Force % increase= 10845 *100%-100% = 6% increase which results in less than a 10% increase in the 10210 stress of existing lateral resisting elements OK SITE PLAN SCALE: 1":15'-O" 'HOUSE PHOTO SCALE: N.T.S. 13 MICROINVERTER A� ARRAY LOCATION 1; 6- WITH BUILT IN ,1, is t S,ttt r/ v;�fit'^ rim RAPID SHUTDOWN :.+v 1 .�'� §$o LOCAMODULE EACH =+y� a sty .3.,,-.... . t 4'8 u 85 4" j 4� • ?$T�"m wf / 9 GF N , yt �527 \ c apt' -Px,,,, ,R`/ `' fie. i /4 ,1 r ,,:r5 I\� I , t'f '4 R 1. i ht ,1,F i 4 Din . ,.}hr v� 1 77i t.. 1. B3 I _ B3 1 B3 z SITE PLAN LEGEND 0 83 ❑ e1 f_ '4 0(E)TWO-STORY HOUSE B3 B1 B1 m = ©(E)DRIVEWAY B3 B2 ❑ _ B1 ~0 0(N)SOLAR PV ARRAY PER TABLE BELOW N B3 82 B2 B1 B1 - I = 0 FIRE ACCESS POINT o I 63 • ° U s1 I M Q5 (E)PATIO COVER o I B2 B2 00 B1 B1 B1 L Q a -0/B3 B2 B2 B1 (/) La,R o B3 B2 B1 = ¢ c B3 B2 I Q o a I B3_ c.t SLC I B2 I I Z O a AC � ,iMA I ez I ez I //-�\ SEE PV1B FOR FIRE ACCESS PATHWAYS PV-2 FOR ROOFTOP �. N NSP EQUIPMENT CALLOUTS AND ROOF AND ARRAY DIMENSIONS. m o dErt .' \ TOTAL ROOF AREA: 2,69T.. F�',,,'1)1\ ® tc uttl `tires 'c;::ti1m1•t't o TOTAL MODULE ARL%£: 67'8t }�tOVI y o N TOTAL ROOF COVERAGE: 24.8 Io / Thia rcl r.!'ni:uti:uul..<.pc•,•ilica nns mn+Pin 6.1•]it I N / BRANCH #OF otTILT IMVtFFi` °nil Ii a tn;;rs ur:till rsa i® CIRCUIT PANELS 1,�t Sc t..;••.,t lit tier ciiwil;t lot r;imt. 1 12 .,.y5,���, ,..,,••,-, •• icc�k 41 At:lii::A 0 /6" 2 12 1i8;d8cre.1-5.•2'7o-',c cr:1 t re wl»I'le t°r a°. 111 N— — — —mot _It — — - 3 12 ttc 6ci1t5",i 71i" ,, ., & 'o la t 1 .o, ^Ii�p•rC:S Ili.:,w 5 i .1' 59'-2" DEREK DRIVE - I"N TOTAL#OF N PANELS 36 PV-1A