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HomeMy WebLinkAboutSOLR-20-0365 y t ': City of Arcadia, CA Permit No SOLR 20 0365: `-1 Development Services Department ' °, (?� ss '`-'.',66'61,1' { i Permit Type Solar' 240 West Huntington Drive,Post Office Box 60021 i r 4� ., -" Arcadia,CA 91066-6021 6,F , c.".74-1 ' F.',',— ' �1 I w Work Clo;,- -- -, -' Solar ReSid,- --'. '.- � (626)574-5416 '.! , Permit Status•Issued., ARCA DIA i - - . K Issue Date 03/03/2029.I Expiration: 08/30/2020 • Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number 1121 OAKWOOD DR Arcadia,CA 91006-2409 5771019014 ..a"vdE» ka.c!>w.::^ .k r+a i',;x`�,rp.> '.'i't sa°Y3.as-R tl i.,w:'••.te..h.-. "X ""Y3..e3 -� .�S�JKpaeti `di�.wsfi.. .c.a a:l.SYe wa' Wh^A'vt"..^x.:.:•a:.:M"J skssa.r- .ttk`RS%A�v tc a.. .. .. ..wa.A-^SPL.".':....y,,,.,.A Contacts - ;t DANIEL TAYLOR Owner GS HOMES INC Contractor t :-1121 Oakwood"AVE,Arcadia,CA 8510 BALBOA BLVD,NORTHRIDGE,CA 91325 (844)765-8324 1054222• i", � ,. a._. ;. .��.. .- a � ,.._ _..,. _ ymdwm,�,.uQ e s= �.� a.a. ._- .w�..�.. . , Description:ROOF MOUNT PV SYSTEM, 30 MODULES/MICROValuation: $ 0.00 Tenant i. INVERTERS,NEW COMBINER BOX,STRUCTURAL CALCS IN FILE Total Sq Feet: 0.00 Plan Check# Plan# Fees Amount Payments Amount Paid Building Plan Check Fee Residential $50.00 Total Fees $324.72 Distribution Panel $16.48 Cash/Receipt#REC-04024-20 $324.72 Electrical Permit Issuance Fee $47.01 Fire Plan Check Fee Residential $50.00 Amount Due: $0.00 Inverters $77.78 l Panels $82.45 Solid Waste Management Fee 2 $1.00 Total: $324.72 e7 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 CO\IIP1ETEO1„ void if the work authorized by the permit is not commenced within 180 days Ys 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 Arcadia building inspector for a period of 180 consecutive days. • March 03, 2020 Issued By: Date March 03,2020 Page 1 of 1 G~4°F,Fy�� ,,,,L PERMIT/PLAN REVIEW APPLICATION °o #j` Development Services Department,240 West Huntington Drive,Post Office Box 60021 .4balty°C Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173 City of Arcadia ,c/ LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION Cl 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: -.pter 9(commencing with Section 7000,of Division 3 of the Business and i 1! Professions Code,and my license is in full force and effect.li J ❑ I have and will maintain a certificate of consent to self-insure for workers' License Class Signature of Contractor License No. 10.9 2'2-Z.-Exp. Date 3/3/ZD compensation, as provided for by Section 3700 of the Labor Code, for the 111 performance of the work for which this permit is issued. L OWNER-BUILDER DE TION `'�J I have and will maintain workers'compensation insurance,as required by Section ❑ I hereby affirm under penalty 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 1 1 s L__. for such permit to file a signed statement that he or she is licensed pursuant to the 'olicy Number .V of the Contractors License Law(Chapter 9(commencingwith Section 4(This section need not be completed if the permit is for one hundred dollars or less) provisions ( P t 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 o •: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 'E of employ any person in any manner so as to become subject to the workers' penalty of not more than five hundred dollars($500)): , ompensation Laws of California,and agree that if I should become subject to the orkers'compensation provisions of Section 3700 of the Labor Code,I shall 0 I, as owner of the property, or my employees with wages as their sole i�" ith comply with those provisions. compensation,will do the work,and the structure is not intended or offered for l sale(Section 7044,Business and Professions Code:The Contractors License te 3/ 3 Signature.a...-- Law 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 Work enation 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 rr further information. e trr`(. 5 L'u -�K Title C (r I/✓1 (� U 1/ � l �1//T P NAME in '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. [tagree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of tAgcadia to enter upon the above-mentioned property for inspection purposes. lic \ turea — Date 3 3 Z!/ ` '' 1 A j 0 e.)ci\ . /1 Q 1.711. l o -. 4ZVII,. : L AVM3A � � i & 1111 1111111111-1111IIIVIIIIIr f Nil Mi ill SIN.III 4 11111111111 0NN • r i rt m i aniumr T1 A • I* 0 11111 di o' Hill ! :d ,� 4 49 i )— • • .4 wr 14Zi Or . �.1 ►e° G�,, o • 17940 Ventura Blvd. • • Unit B • Encino,CA 91316 213.373.4513 - standl eystructural.com f765 ssf • `cfI it P: sT4h,OF'VA.. ...a P Structural Calculations fora Roof Mounted Solar Photvoltaic System for: Taylor Residence • • 1121 Oakwood Dr. CTT' O r°al�C�:.\DI\ - .. Development Services Department • • Arcadia, Ca.91006 ::__. APPROVED r= . -. ;' This set of plans and specifications must be kept . .• on the lob at all times and no changes oT g Division. • shall he made except bythe l;wild E- 1; The Stamping of this plan and specification shallno t be held to permit or to be an approval of the of any provisions of any city ordinance or state h Applicable Codes: 2019 California Building Code,2019 California Electrical Code, 2019 California Mechanical Code, American Society of Civil Engineers Standard ASCE-7-10 Minimum Design Loads for Buildings and other Structures, 2015 American Forest& Paper Association National Design Specification for Wood Construction, Local Municipal Code,and all other codes which are adapted by reference or enacted by law. • • Assumed Design Parameters: The existing structure has been built under a building.permit and is in its original original condition.The existing roof structure is capable of its code required live load and the ability of the roof structure to support live loads has not been substantially reduced by the age of the structure,termites or mold,or unauthorized modifications to the existing structure.Solar Energy Contractor shall make an inspection of the existing roof framing system prior to installation of the roof mounted solar energy system to verify that the existing roof is capable of supporting minimum roof live loads. Assumed Design Parameters: All 2x members are grade Douglas Fir#2 or better All 4x members are grade Douglas Fir#1 or better All roof connectors are Simpson Strong-Tie or Equal All concrete foundations are f c=2500 psi or stronger Original Structure was built to the Type-V Wood Framed Standards of the applicable building code at the time of construction. • Note to Building Official: S Based upon a review of the proposed plans I am confident that the existing roof framing system is capable of safely supporting the additional loads caused by the new solar photovoltaic energy system. The contractor shall field verify that the existing roof structure is in its original permitted condition and verify that it can support the normal code required roof live loads.Attached in this package are several calculations showing that roof members support the additional weight of the solar array. Furthermore, an analysis of the solar array's support for wind forces and a seismic analysis of the existing structure are also included. Check Existing Framing Member W/New Load: Roof Tilt: 20 Degrees Live Load: 20 PSF* cos 20= 19.0 psf Dead Load: 15 PSF * cos20= 14.0 psf Point Load(s): 31.6 lbs (see plans) * cos 20=29 lbs i. Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.26 . Lic.#:KW-06011761 Licensee:Standley Structural Design,KW-06011761' DESCRIPTIO 2x6 Roof rafter CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 , Load Combination Set:ASCE 7-10 Material Properties Analysis MethoQ\llowable Stress Design Fb+ 825.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb- 825.0 psi Ebend-xx 1,000.0ksi Fc-Prll 550.0 psi Eminbend-x 370.0 ksi Wood Species Douglas Fir-South Fc-Perp 520.0 psi Wood Grade No.2 Fv 165.0 psi Ft 425.0 psi Density 28.70pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.0305) D(0.0305) D(0.0288 L(0.038) • (44 2x6 r, 4y, Span=8.0 ft 4'A 14 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.01440, L=0.0190 ksf, Tributary Width=2.0 ft Point Load: D=0.03050 k CO 4.0 ft Point Load : D=0.03050 k © 7.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.892 1 Maximum Shear Stress Ratio = 0.311 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 956.87 psi fv:Actual = 51.23 psi FB:Allowable = 1,072.50 psi Fv:Allowable = 165.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.562 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.169 in Ratio= 566>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.330 in Ratio= 290>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations . Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V . fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.492 0.179 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.30 474.49 965.25 0.15 26.62 148.50 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.892 0.311 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.60 956.87 1072.50 0.28 51.23 165.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.354 0.129 1.25 1.300 • 1.00 1.00 1.00 1.00 1.00 0.30 474.49 1340.63 0.15 . 26.62 206.25 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00' Length=8.0 ft 1 0.385 0.140 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.30 474.49 1233.38 0.15 26.62 189.75 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • Project Title: Engineer: Project ID: Project Descr: Wood Beam _ Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.26 . Lic.#:KW-06011781 Licensee:-Standley Structural Design,KW-06011781. DESCRIPTIO 2x6 Roof rafter Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C . Cr Cm C t CL M fb F'b V fv F'v Length=8.0 ft 1 0.624 0.219 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.53 836.27 1340.63 0.25 45.08 206.25 +D+0.750L+0.7505+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.678 0.238 1.15 1.300 1.00 1.00 1.00 1.00 1.00 '0.53 836.27 1233.38 0.25 45.08 189.75 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 • 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.277 0.101 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 474.49 1716.00 0.15 26.62 264.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1:00 0.00 0.00 ' 0.00 0.00 Length=8.0 ft 1 0.277 0.101 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.30 474.49 1716.00 0.15 26.62 264.00 +D+0.750Lr+0.750L+0.450W- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.487 0.171 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 836.27 1716.00 0.25 45.08 264.00 +D+0.750L+0.750S+0.450Wt 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.487 0.171 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 836.27 1716.00 0.25 45.08 264.00 +D+0.750L+0.750S+0.5250E- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.487 0.171 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 836.27 1716.00 0.25 45.08 264.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.166 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 284.69 1716.00 0.09 15.97 264.00 • +0.60D+0.70E+0.60H 1.300 . 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.166 0.061 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.18 284.69 1716.00 0.09 15.97 264.00 Overall Maximum Deflections Load Combination Span Max.°-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.3300 4.029 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.284 0.311 Overall MINimum 0.152 0.152 +D+H 0.132 0.159 +D+L+H 0.284 0.311 +D+Lr+H 0.132 0.159 +D+S+H 0.132 0.159 +D+0.750Lr+0.750L+H 0.246 0.273 +D+0.750L+0.750S+H 0.246 0.273 +D+0.60W+H 0.132 0.159 +D+0.70E+H 0.132 0.159 +D+0.750Lr+0.750L+0.450W+H 0.246 0.273 +D+0.750L+0.750S+0.450W+H 0.246 0.273 +D+0.750L+0.750S+0.5250E+H 0.246 0.273 +0.60D+0.60W+0.60H 0.079 0.095 +0.60D+0.70E+0.60H • 0.079 0.095 D Only 0.132 0.159 Lr Only L Only 0.152 0.152 S Only W Only E Only . H Only Check attachment of Support to Existing Structure for Wind Uplift: Check Solar Structure Attachments Per ASCE 7-1-components and cladding method 1 Part 2 Figure 30.5- 1 therefor check attachment for typical critical load which is the edge zone—zone 2. • NOTE: Per definition on sheet 243 of ASCE 7-10 effective wind area: "For cladding fasteners the effective ,.wind area shall not be greater than the area that is tributary to an individual fastener." Per Figure 30.5-1 of sheet 346 ASCE ASCE 7-10 wind speed 130 MPH • • ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30,Pt2 Lic:#:KW-06011781 Licensee:Standley Structural Design,KW-06011781 Description : ,--None-- . Analytical Values Calculations per ASCE 7-10 V:Basic Wind Speed per Sect 26.5-1 A,B or C 130.0 mph Roof Slope Angle 15 degrees Occupancy per Table 1.5-1 li All Buildings and other structures except those listed as Category I, Ill,and IV Exposure Category per 26.7 Exposure C MRH:Mean Roof Height 35.0 ft "Lambda"is interpolated between height tablular values. Lambda:per Figure 28.6-1,Page 305 1.45 Effective Wind Area of Component&Clad, 10.80 ftA2 Roof pitch for cladding pressure >7 to 27 degrees User specified minimum design pressure 16.0 psf Topographic Factor Kzt per 26.8 1.00 LHD: Least Horizontal Dimension 40.0 ft a=max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) 4.00 ft max(0.04*LHD,3,min(0.10*LHD,0.4*MRH)) Design Wind Pressures i Minimum Additional Load Case per 28.4.4= 16 PSF on entire vertical plane Horizontal Pressures . . . Zone: A = 48.87 psf Zone: C = 32.48 psf Zone: B = 16.00 psf Zone: D = .16.00 psf Vertical Pressures . . . Zone: E = -46.69 psf Zone: G = -32.48 psf Zone: F = -30.45 psf Zone: H = -23.35 psf Overhangs. . . Zone: Eoh = -65.40 psf Zone: Goh = -51.19 psf Component&Cladding Design Wind Pressures , Design Wind Pressure=Lambda*Kzt*Ps30 per Eq 30.5-1 Roof Zone 1 : Positive: 25.201 psf • Minimum Additional Load Case per 28.4.4= 16 PSF • Negative: -40.217 psf on entire vertical plane Roof Zone 2: Positive: 25.201 psf Negative: -69.739 psf Roof Zone 3: Positive: 25.201 psf Negative: -103.286 psf Wall Zone 4: Positive: 43.918 psf Negative: -47.688 psf Wall Zone 5: Positive: 43.918 psf . Negative: -58.702 psf Roof Overhang Zone 2: -82.215 psf Roof Overhang Zone 3: -137.106 psf Nominal max(zone 3) (unfactored) uplift at each support=-103.9 psf x 10.8 sq.ft. =-1122 lbs Note:Section 2.4.1 of ASCE 7-10, Basic Load Combinations for allowable stress design. Note:Applicable load Combination#5 (D+.6W) Design (Factored) uplift at each support= .6 x-1122Ibs=-673 lbs Load per lag screw=673 lbs/1=673 lbs Determine Allowable load per 5/16" lag screw w/2.5" embedment into wood below according to the 2012 NDS. W'=W x Cd x Ct Table 10.3.1 2012 NDS Where: W=266 lbs/in.of embedment per table 11.2a Cd= 1.6 per table 2.3.2 of 2012 NDS Ct=1.0 per table 10.3.4 of 2012 NDS • W' =266lbs/in x2.5in..x1.6x1.0= 1064lbs>673lbs OK USE SUPPORT CONNECTED TO 2x MINIMUM ROOF MEMBER w/(1)5/16"X 3.5" LAG SCREW PER CONNECTION MINIMUM. Check seismic load due to added dead load of photovoltaic system: Determine Seismic Weight of Existing Building: Effective Existing Seismic Weight: Area of Existing Building: 3241 Sq. Ft.• Approximate Effective Seismic Weight: 3241 Sq. Ft.x 30 psf(avg)= 97230 lbs Determine Base Shear: V=CSW Equation 12.8-1 ASCE 7-10 CS=SdJ[R/le] Equation 12.8-2 ASCE 7-10 R=6.5=the response modification factor in Table 12.2-1(wood shear walls) • le 1.0 =importance factor Sds 2/3 x Sms Equation 11.4-3 ASCE 7-10 Sms=FA FAX SS Equation 11.4-1 ASCE 7-10 Sim=1.0x1.5=1.5 Sds=2/3 x 1.5=1.0 C5=1.0/[6.5/11=.154 Equation 12.8-2 ASCE 7-10 Existing Base Shear: V=.154 x 97230 lbs= 14973 lbs Equation 12.8-1 ASCE 7-10 Determine New Base Shear: Determine Seismic Weight of Building with Solar Array: 97230 lbs+ 1455 lbs(see PV3 for system weight calcs)= 98685 lbs Therefore New Base Shear: V=.154 x 98685 lbs= 15198 lbs Equation 12.8-1 ASCE 7-10 %Change=(15198 lbs—14973 lbs)/14973 lbs x 100= 1.51% <10% OK Ok per ASCE 7-10 Section 11.B.4 Alterations Existing lateral force resisting system is exempt from analysis since new seismic force is less than 10%greater than existing seismic force. 6