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HomeMy WebLinkAboutSOLR-20-0156 1Y1' 414 City of Arcadia, CA �, s PermitNO SOLR 20 0156 r IL 7 Development Services Department t "` v t r �b PerrnrtType Solar; 240 West Huntington Drive,Post Office Box 60021 s l 1i I $ ; @ t *,L Arcadia,CA 91066-6021 ) r t:-.:-...1. i i . , •l Work Classification Solar Residential', M� (626)574-5416 �. € ` PermiiStatus issued- ,., c` ;,,,..,t i , 1 a o,n> aV1_ .- "kA . ARCADIA .� IssueDate 01/28/2020`I Expiration.. 07/26/2020 Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number 2177 HIGHLAND VISTA DR Arcadia,CA 91006-1531 5765011001 d.„,V a sY...._ ..3".--..•• e r..."s.Mba wl 3nt�mia:. :k a;..'W.. ...g 3a>CIs,M x.-...�"�.s..n,._.tthS 4... ,as 3._.:ae"A sv: :'":... '4+M C. ..z ......3d..r A,n 'Wei a.-3'kYAa+ta Contacts STEPHANIE YUEN Owner PACIFIC STONEGATE INC dba :SOLAR Contractor 2177 HIGHLAND VISTA DR,ARCADIA,91006 VAST 8727 LANYARD CT, RANCHO CUCAMONGA,CA 91730 (909)377-5477 965340 X.�ryQ`..•:.,.1e a.'4;5,t-..-5.a.r& 4bN..cR a. e ..ekLSM_6. Description:ROOF MOUNT PV SYSTEM, 24 MODULES,MICRO Valuation: $ 0.00 Tenant INVERTERS,NEW 100 AMP LOAD CENTER f Total Sq Feet: 0.00 Plan Check q Plan# Fees Amount Payments Amount Paid Building Plan Check Fee Residential $50.00 Total Fees $324.72 Distribution Panel $16.48 Cash/Receipt#REC-03691-20 $324.72 Electrical Permit Issuance Fee $47.01 Fire Plan Check Fee Residential $50.00 Amount Due: $0.00 Inverters $77.78 -' Panels $82.45 Solid Waste Management Fee 2 $1.00 Total: $324.72 1-1•41_ 3.s. ZO CALLS FOR INSPECTIONS Request for inspection by telephone at 626-574-5450. Leave a message requesting the address,timeframe and what inspection item is needed. 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 void if any work authorized by this permit is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of ZilArcadia building inspector for a period of 180 consecutive days. eglip.,1 it, • January 28, 2020 Issued By: Date January 28,2020 Page 1 of 1 ARC �~ �9 PERMIT/PLAN REVIEW APPLICATION M Development Services Department,240 West Huntington Drive,Post Office Box 60021 y% 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 C-10 License o. (1426.34v Ex Date$12-1/ZA compensation, as provided for by Section 3700 of the Labor Code, for the ./J Signature of Contra: or performance of the work for which this permit is issued. �pt-Ji OWNER-BUILDER DECLARATION IN I have and will maintain workers'compensation insurance,as required by Section IDI 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 }i 1 Z15U f7h demolish,or repair any structure,prior to its issuance,also required the applicant SlEQ� for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number -tw3 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 becomes bject to the workers'compensation provisions of Section 3711 of the Labor f ode,I hall ❑I, as owner of the roe forthwith comply with those provisions. property,rty, or my employees with wages as their sole I/ compensation,will do the work,and the structure is not intended or offered for / � n 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. 0 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 (.fit r) i(vGt rG. Title 1 . 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�thhe above-mentioned property for inspection purposes. l Signature Date V /2/ 2.© ARRAY INFORMATION REVISION SOLAR PANEL INSTALLATION MODULE WEIGHT 45.5 LBS 2X6 RAFTER 0 ,,,,, DATE NO CONNECTION DETAIL MODULE LENGTH - 61.3 INCI�s 24" O.C. _� oI/28/2020 A. - I6. SOLAR PANEL MODULE WIDTH 41.2 INCHES_ \ MODULE DEPTH 1.8 INCHES I 1 -- TOTAL MODULES LEW 09 E.A 1111 . TOTAL MODULE WT. 1092 LBS Ill no, TOTAL RAIL WT. _ _ 120 LBS I I I TOTAL INSTALLED WT. 1212 LBS I \ I I I INSTALLATION AREA 420.93 SQ.FT (i2r/../..t;i 1 F DISTRIBUTED LOAD 2.88 LBS/SQ.FT '4"---'' 4'm„•'✓/'/ I I 1 #OF CONNECT POINTS 48 E.A I I I POINT LOAD 25 LBS/POINT o3 32'-I l" I I I F- 6 u I I I I NOTE: EXISTING CC ,N, ,:, ,., •THE SOLAR SYSTEM HAS A DISTRIBUTED WEIGHT RESIDENCE , >- E 1 min I LESS THE THAN 4PSF (NO CHANGE) � , u I I •THE CONCENTRATED LOAD FOR EACH VERTICAL S SUPPORT IS LESS THAN 40 LBS I I (/) N u ^w o_ u SOLAR PANEL SUPPORT RAILS 41.2•%61.3• 2106•ROOF 100 PAW Z o 0 Mid-Clamp PANEL CONNECTOR 0 40-O.C. RAFTER AT 24"O.C. F Li a o d V, o X SOLAR WAREHOUSE ATTACHMENT HARDWARE 0 72" IN'�aam RAE +_.1 �1 } > rn O.C.MA%. �•., Zd w z u SUPPORT RAIL Mid-Clamp : la G Q . PANEL CONNECTOR '� I a CLC- u SOLAR PANELS.mmu w0_i SOLAR WAREHOUSE ����'� ATTACHMENT HARDWARE O CONCRETE TLE ROOF SOYA WARM= 'd 6. 11 LLI ii...ii....n............... �...��:i�...i....iii i..i......... .... ....... .....i.,.i.. CONOETC 111E ROOF / Dam lto' N 12-5• I I— 11_ ROOF S,FAI,MO ZRROOF AMP AT 24.0.C. 'Zdiir4 -- 0 i '' i 11' i j (2)STAINLESS SILFL 5/16 ON• 1d 41/2•MMC 1011 AFL® §l'.? a. ROOF SHEATHING IAO 6OI AT 72•on ''ld' (2)STAINLESS STEEL 5/16•DIA.X 4 ''ldlitfrilI .25"LONG MIN 3.25 EMBED Z TIE-DOWN LAG BOLT AT 72.O.C. Zd 6 MAX 2"X6"ROOF RAFTER AT 24' O.C. Zd a �w(uu ',ld (0 s c O (q SLOPE p C 1d 17-11• , 16 IC ti \----- O lu'-s (�M u RW a > H U K 0 ro .Tn>- .1 o �p1 \E5510Yq1 I o ,. 0 o I No 156 :. = o . . ,--u'.s.— LL a g d r0 ,N. u Tb to.as4 n I /r./1 IN Wm: 01/10/2,20 1 4Y Pai S I r' 1 SITE PLAN I �0� _ on I I I Dawn AS NOTED O SCALE:CIVIL1:20 1 I.N I Sheet [d 'Id 'Id 'Id 'Id 'Id 'Id Id Id 'Id Id Id Id Id PV-2 Stephanie Yuen DESIGN DATA 2177 Highland Vista Drive Arcadia CA 91006 1. CODE: 2019 CALIFORNIA BUILDING CODE ASCE 7-10 2. MATERIAL STRENGTH CONCRETE: Fc' = 2,500 PSI @ 28 DAYS CONCRETE REBAR: ASTM A615 GRADE 40 Fy = 40,000 PSI STEEL: (AISC 360) 13 EDITION STRUCTURAL SHAPES:ASTM A36 Fy = 36 KSI TUBING: STM A500 GRADE B Fy = 46 KSI PIPE: ASTM A53 TYPE E GRADE B Fy = 35 KSI WOOD: DOUGLAS FIR-LARCH ( 19% MAX. M.C. ) JOIST & RAFTER #2 GRADE Fb = 875 PSI Fv = 95 PSI E = 1.6 x 1,000,000 BEAM & HEADER (4X) #1 GRADE Fb = 1,000 PSI Fv = 95 PSI E = 1.7 x 1,000,000 (6X) #1 GRADE Fb = 1,000 PSI Fv = 85 PSI E = 1.7 x 1,000,000 POST (4X) #1 GRADE Fb = 1,000 PSI Fv = 95 PSI E = 1.6 x 1,000,000 (6X) #1 GRADE Fb = 1,000 PSI Fv = 85 PSI E = 1.7 x 1,000,000 STUD #2 GRADE Fb = 675 PSI Fv = 95 PSI E = 1.4 x 1,000,000 SELECT STRUCTURAL (6x, LARGE) Fb = 1,450PSI Fv = 95 PSI E = 1.9 x 1,000,000 MASONRY: CONCRETE BLOCK ASTM C90 Fm = 1500 PSI NO INSPECTION REQUIRED 3. SOIL REPORT: f's= 1,500 PSF/ OR SEE SOILS REPORT O�o1�G 0/1/4/144,4g> 4. LATERAL ANALYSIS: S A. SEISMIC LOAD L 3 F10.3564 V= CsW SEE ATTACHED. ac ExgA"-- ♦` OQ` B. WIND LOAD (SIMPLIFIED PROCEDURE) 4rf OF At‘�J. (130 mph) EXP "C" F" bN ULTIMATE tio - • CITY OF ARCADIA Development Services Department APPROVED • This set Of mans and specifications must be kept on the job at all times and no changes or alterations • shall he made except by the Building Division. The Stamping of this plan and specification shall not he held to permit or to be an approval of the violation of ail\ pro‘isio 1S of any city ordinance or state law .1 Material Weights Weight Of Materials-Roof and Rigid Insulation Approximate Weights of Floor Requirements Temlock (1"thick) 1.2 psf Trus Joist Products Refer to local building code for live load Cork 0.7 psf TJI 35X Joist Series 2.8 to 4.0 lbs./L.F. t design requirements. Gold bond 1.5 psf TJI 55 Joist Series 4.5 to 6.3 lbs./L.F. Styrofoam 0.2 psf Foamglass 0.8 psf TJL,TJLX Truss 3.75 to 4.25 lbs./L.F. Rigid fiberglas 1.5 psf TJW 4.5 to 5.25 Ibs.1L.F. Composition RoofingTJ/60 Truss 4.75 to 5.75 lbs./L.F.2-15 Ib.and 1-90 Ib. c2:2) TJM Truss 8 to 9 lbs./L.F. 3-15 and 1-90 lb. psf TJH Truss 10 to 12 lbs./L.F. Ro or Batt Insulation 3-ply and gravel 5.6 psf Rock wool (1"thick)0.2 psf 4-ply and gravel 6.0 psf Glass wool (1"thick) 0.1psf 5-ply and gravel 6.5 psf Fir Framing Members IRMA(Insulated Roof ALPOL (1"thick)0.1 psf NominalS z 12' 1Joist Spacing Membrane Assembly) 2" 13.0 psf Single-ply roofs(Insulation not included) 2x4 1.4 psf 1.1 psf 0.7 psf Ballasted system 13.0 psf Floors 2x6 2.2 psf 1.7 psf 1.1 psi Mechanically fastened 2.0 psf Hardwood(Nominal 1") 4.0 lost 2x8 2.9 psf 2.2 psf 1.5 psf Fully adhered 2.0 psf Concrete(1"thick): 2x10 3.7 psf 2.8 psf 1.9 psf _ Regular 12.0 psf 2x12 4.4 psf 3.3 psf 2.2 psf Lightweight 6.0 to 10.0 psf 3x6 2.4 plf Linoleum or soft tile 1.5 psf Fir Sheathing - „ 4x6 5.0 plf . (Based on 36 pcf) ceramic or quarry tile 10.0 psf GYP-CRETE(%") 6.5 psf 4x8 6.8 plf %"plywood 1.1 psf • 4x10 8.6 plf 1/2"plywood 1.5 psf 4x12 10.4 plf %"plywood 1.8 psf . 9/"plywood 2.3Ceilings sf /� P 1'/e"plywood 3.4 psf Acoustical fiber tile 1.0P sf Weight of Sprinkler Systems 1"sheathing 2.3 psf 'hi/gypsum board 2.2 psf 2"decking 4.3 psfSize of Schedule 40,Std.Pipe Schedule 10,Thin Wall %"gypsum board 2.8 psf Pipe Dry(plf) Wet(plf) Dry(pill Wet(plf) 3"decking 7.0 psf Plaster(1"thick) 8.0 psf 1„ 1.7 2.1 4"decking 9.3 psf Metal suspension system (including tile) 1.8 psf 11/4" 2.3 3.0 Wood suspension system 11/2' 2.7 3.6 Miscellaneous Decking Materials (including tile) " 2.5 psf 2" 3.7 5.2 2.7 3.8 • Poured gypsum (1"thick) 6.5 psf 2'/z' 5.8 7.9 3.5 5.9 Vermiculite concrete (1"thick) 2.6 psf 3" 7.6• 10.8 ""4.3"" 8.0 • Corrugated galvanized steel . • 3V 9.2 13.5 5.0 11.2 16 ga. 2.9 psf 4" 10.9 16.4 5.6 14.5 • 20 ga. 1.8 psf 5" 14.8 23.5 7.8 20.0 22 ga. 1.5 psf 6" 19.2 31.7 9.3 26.2 24 ga. 1.3 psf Asphalt shingles 2.5 psf 8" 28.6 50.8 16.9 40.1 Wood shingles 2.0 psf 10" 40.5 74.6 Clay tile 9.0 to 14.0 psf Note:When accumulating total dead load we strongly urge you to use a minimum of 1.5 psf for 'miscellaneous'with all dead loads. 1 t_ 0GTRUS JOIST CORPORATION .a division of TJ International P.O.Box 60 Boise, Idaho 83707 208/375-4450 (411SS 104/1 � %)."694 BWU Consultants, Inc. l i e.� 11951:0' � � Rosemead,1168 N. CAn abriel 917701vd., #N *�gtf OFvGa�\O�� ✓� Tel: (626) 288-0708 �`' Email: twengrs1168@gmail.com Date: (2019 CALIFORNIA BUILDING CODE) EXIST'G ROOF LOAD'G (AS BUILT) SOLAR PANEL D,rE:`-- -.____ -------ThSIZE: `ILE ROOF'G 9.0 psf 18.0 SQ.FT. ' ' f DSHT'G 1.5 2x6 @ 24 0.C. 1.1 RAFTER MISC 0.4 WEIGHT: D.L. = 12.0 psf WT = 2.9#/SQ.FT. L.L. = 20.0 psf (USE 3.0 #/SQ.FT.) T.L. = 35.0 psf L: 9'-0" MAX SPAN W: (12+3+20) x 24/12 = 70.0 plf M: 708.75 pf Sreq: 5.2 in3 R: 315 lb Areq: 3.98 int 2x6 RAFTER CAN CARRY SOLAR PANELS SECTION 3403.3 24 x 3 x 18 = 12961b (ROOF DL 12) x 2521 = 30252 lb 1296 / 30252 = 4.3% WIND LOAD PER (CBC SECTION 1609) cattle.'56 130 MPH, EXP "C" d asI Q j'lq'f OF { J 6.5.15, Design Wind Load on Others Structures F = qz G Cf At (6-27) qz= .00256 KZ Krt Kd V2 I (6-15) Ht.z at the centroid of area Af= 10 ft Exp= c Exposure coefficient KZ= 0.85 6.5.6.6,T-6-3 for MWFR Topography factor KA= 1.00 6.5.7.2 Table Directionality factor Kd= 0.85 6-4 Wind Speed V= 130 mph Table Importance factor IW= 1.00 6-1 qZ= 31.26 psf Gust Effect factor G= 0.85 6.5.8 Force coeff Cf= 1.31 Figure 6-21 through 6-23 Design wind pressure, F/Af = 34.81 psf ir SS I011 q1 BWU Consultants, Inc. No,35693�/r 1168 N. San Gabriel Blvd., #N cc cosi"- Q Rosemead, CA. 91770 xi OFv`a�'\E��� Tel: (626) 288-0708 Email: twengrs1168@gmail.com Date: iv, 11 LATERAL (2019 CALIFORNIA BUILDING CODE) WIND EXP "C", WIND SPEED: 130 mph (C.B.0 SECTION 1609) UPLIFT / WITHDRAWAL FORCE FOR SOLAR PANEL STANDOFF / FAST JACK Vup= 34.81 lb/sq.ft NO. SOLAR SUPPORTS OF TILE UNIT FORCE PER PANELS UPLIFT FORCE HOOK/STANDOFF (5/16"o) LAG SCREW 24 24 x 34.81 x 18 = 15037.92 It 48 313.3 lb/lag screw SEISMIC PER C.B.0 SECTION 3403.4 1296 lb / 30252 lb = 4.3% < 10.0% OK O.K. USE 5/16"0 X 3 1/2" LONG STAINLESS STEEL LAG SCREW WITH MIN. 2 1/2" EMBED TO EXIST'G ROOF MEMBER. CAN RESIST WIND UPLIFT FORCE. Vall = 274x2.5 = 685 1b > 313.3 1b OK NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ' 77 1 Table 12.2A Lag Screw Reference Withdrawal Design Values,WI. nts Tabulated withdrawal design values(W)are in pounds per inch of thread penetration into side grain of wood member. 5 Length of thread penetration in main member shall not include the length of the tapered tip(see 12.2.1.1). be - Specific ice Gravity, Lag Screw Diameter,D G2 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 1-1/4" 70- • on ; 0.73 397 469 538 604 668 789 905 1016 1123 1226 1327 lc- 0.71 381 450 516 579 640 757 868 974 1077 1176 1273 1. 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 0.67 349 413 473 531 587 694 796 893 987 1078.. 1167 0.58 281 332 381 428 473 559 641 719 795 869 940 0.55 260 307 352 395 437 516 592 664 734 802 868 1; 0.51 232 274 314 353 . 390 461 528 593 656 716 775 W 0.50 225 266 305 342 378. 447 513 . ;576 636.; -.: 695 -752 • r- 0.49 218 258 296 332 367 434 498 559 617 674 730 to 0.47 205 242 278 312 345 408 467 525 580 634 686 ), 1 0.46 199 235 269 302 334 395 453 508 562 613 664 n 0.44 186 220 252 • 283 312 369 423 475 525 574 621 0.43 179 212 243 273 302 357 409 459 508 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 38.1 428 473 516 559 p ) . -,, ' -0.40 161 190 218 245 271 320 367 412 455 497 538 0 ,`; 0.39 155 183 210 236 261 308 353 397 438 479 518 m • 0.38 149 176 202 227 251 296 340 381 422 461 498 t 0.37 143. 169 194 218 241 285 326 367 405 443 479 0.36 137 163 186 209 231 273 313 352 389 425 460 M 0.35 132 156 179 200 222 262 . 300 337 373 407 441 N 0.31 110 130 149 167 185 218 250 281 ' 311 339 367 m 1. Tabulated withdrawal design values,W,for lag screw connections shall be multiplied by all applicable adjustment factors(see Table 11.3.1). m 2. Specific gravity,G,shall be determined in accordance with Table 12.33A. M N • 12.2.3.4 For calculation of the fastener reference 12.2.3.2 For calculation of the fastener reference withdrawal design value in pounds, the unit reference 1 withdrawal design value in pounds, the unit reference withdrawal design value in lbs/in. of ring shank pene- withdrawal design value in lbs/in. of fastener penetra- tration from 12.2.3.3 shall be multiplied by the length tion from 12.2.3.1 shall be multiplied by the length of of ring shank penetration,pt,into the wood member. • fastener penetration,pr,into the wood member. 12.2.3.5 Nails and spikes-shall not be loaded in 12.2.3.3 The reference withdrawal design value, in withdrawal from end grain of wood(Ceg 0.0). lbs/in.of penetration,for a single post-frame ring shank 12.2.3.6 Nails,and spikes shall not be loaded in nail driven in the side grain of the main member, with withdrawal from end-grain of laminations in cross- the nail axis perpendicular to the wood fibers, shall be laminated timber(Ceg 0.0). determined from Table 12.2D or Equation 122-4,with- in the range of specific gravities and nail diameters giv- en in Table 12.2D.Reference withdrawal design values 12.2.4 Drift Bolts and Drift Pins A r W, shall be multiplied by all applicable adjustment fac- f tors (see Table 11.3.1) to obtain adjusted withdrawal Reference withdrawal design values, W, for con- 4 values,W'. nections using drift bolt and drift pin connections shall W= 1800 G2 D (12.2-4) be determined in accordance with 11.1.1.3. a I AMERICAN WOOD COUNCIL 3