HomeMy WebLinkAboutSOLR-21-1064 City of Arcadia, CA Permit NO.SOLR-21-1064
Development Services Department Permit Type:Solar
240 West Huntington Drive,Post Office Box 60021 Work Classification:Solar Residential
Arcadia,CA 91066-6021
' (626)574-5416 Permit Status:Issued
ARCADIA Issue Date:06/15/20211 Expiration: 06/16/2022
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
1335 CALIFORNIA ST Arcadia,CA 91006-3791 5773016097
Contacts
JOHN MARSHALL Owner SOLARMAX RENEWABLE ENERGY Contractor
PROVIDER INC*
(626)262-0939 3080 E 12th,Riverside,CA 92507
(951)300-0788 972048
Description:ROOF MOUNTED SOLAR SYSTEM 16 Valuation: $ 0.00 Tenant
MODULES/MICROINVETERS,COMBINER BOX, 200 AMP
SERVICE UPGRADE Total Sq Feet: 0.00 Plan Check# Plan#
l
Fees Amount Payments Amount Paid
Building Plan Check Fee Residential $100.00 Total Fees $341.20
Distribution Panel $16.48 Cash/Receipt#REC-07930-21 $341.20
Electrical Permit Issuance Fee $47.01
Amount Due: $0.00
Inverters $77.78
Panels $82.45
Residential Services up to 400 amps 516.48
Solid Waste Management Fee 2 $1.00
Total: $341.20
7- ,--2.-' I CALLS FOR INSPECTIONS
514 � Request for inspection by telephone at 626-574-5450. Leave a message
pudirL 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
1;--i--1 COMPLETED Arcadia building inspector for a period of 180 consecutive days.
June 15, 2021
•
Issued By:Jeff Wang Date
June 16,2021 Page 1 of 1
4 !40.
PERMIT/PLAN REVIEW APPLICATION
�l�' Development Services Department,240 West Huntington Drive,Post Office Box 60021
°'\ � 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
Signature of Contractor performance of the work for which this permit is issued.
OWNER-BUILDER DECLARATION ❑ I have and will maintain workers'compensation insurance,as required by Section
❑ I herebyaffirm under 3700 of the Labor Code,for the performance of the work for which this permit
penalty of perjury that I am exempt from the Contractors is issued.My workers'compensation insurance carrier and policy numbers are:
License Law for the following reason(Section 7031.5,Business and Professions
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
for such permit to file a signed statement that he or she is licensed pursuant to the Policy Number
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.
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 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
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CALCULATIONS FOR SOLAR PHOTOVOLTAIC PANELS:
Owner: John Marshall
Address: 335 California Street,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:
Doug Engineering
20271 Lighthouse Lane, Huntington Beach, CA 92646
949-285-5104
Engineering Calculations For:
Solar Max Renewable Energy Provider, Inc.
3080 12th Street, Riverside, CA 92507
(951) 300-0788
Project Number: SMX-7839
Date: 5/20/2021
_no ESSION4,
BASIS FOR DESIGN `,,J ; e4g'
CODE: 2019 California Building Code • '! 3 TrA
ASCE 7-16
LIVE LOADS
%).EXP. 06/30/22ROOF 20.0 psf OFC p4,"te
SNOW 0.0 psf
ASCE 7-16
FLUSH MOUNTED SOLAR PANELS
Type of Roof Gable
Roof Slope-0 =Angle of plane of roof from horizontal, in degrees
0= 26 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 = clh(GCp)(YE)(Ya) 29.4-7
FIGURE 30.3-2C Components& Cladding h<= 60 ft: External Pressure Coefficients, (GCp), for
Enclosed and Partially Enclosed Buildings -Gable roofs 20<=27deg
Velocity pressure Exposure Coefficients
ROOF OVERHANG Wind Exposure C
(GCp)down = 0.51 0.51 Kzt = 1
(GCp)upzl = -1.5 -2 Kd = 0.85
(GCp)upz2e = -1.5 -2 KZ = 0.85
(GCp)upz2n = -2.37 -2.92 Ke = 1
(GCp)upz2r = -2.37 -2.92 YE = 1
(GCp)upz3e = -2.37 -3.42 Ya = 0.75
(GCp)upz3r = -2.76 -3.63
V = 110 mph
qh = 0.00256KZKztKdKeV2
qh = 22.4 psf
p = 16.8 *(GCp)
1
ASCE 7-16
Diagrams
1a 1 111.t;1 111
�._. Pi.. K.R..ift
t t t t I
I I I t
t t t t
MI
1 1 1 t
t I I i
t t i t B
i t I I
t t I t ELEVATION
0 70 40-16
PLAN
Notation
a= 10%of least horizontal dimension or 0.4h,whichever is smaller,hut 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(in).
h=Mean roof height,in ft(m).
0=Angle of plane of roof from horizontal,in degrees.
Wind Pressures
Wind Down -All Zones 8.6 psf 10 psf, MIN
ROOF OVERHANG
Zone 1 -25.2 psf -33.6 psf
Zone 2e -25.2 psf -33.6 psf
Zone 2n -39.82 psf -49.06 psf
Zone 2r -39.82 psf -49.06 psf
Zone 3e -39.82 psf -57.46 psf
Zone 3r -46.37 psf -60.98 psf
All panels are in Zones 1 and 2e
ROOF OVERHANG
Use -25.2 psf -33.6 psf
0.6*W -15.1 psf -20.2 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, Il I Ill I IV > 1, 11 I Ill I 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
3131 = 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= 14.9 ft`
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
1p= 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
4
PROJECT: PV Panels for John Marshall SHEET: 5 OF 7
CLIENT: Solar Max Renewable Energy Provider, li DATE: 5/20/2021
BY: Doug Engineering DE JOB NO.: SMX-7839
DESIGN LOADS
Dead Loads Uplift
Roof 0.6WL
CONC. FLAT TILE 9.0 psf 0.6WL Zone 1 and 2e -15.1 psf, MIN 10 PSF
5/8"Ply shtg 1.9 Overhang -20.2 psf
Rf Frm'g 2.8 PWLdown= 8.6 psf 10 psf, MIN 10 PSF
Misc. 1.5 Uplift 0.6DL+0.6WL
(N) PV System 3.0 Zone 1 0.6*3-15.1 -13.3 psf
Zone 2 0.6*3-20.2 -18.4 psf
Total DL 18.2 psf Downward DL+0.6WL
LL 20.0 psf PDL+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 inA4 Mallowwind= 2176 ft-lb
Span1 12.25 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) lb) (Ib) (Ib) (Ib)
-1.00
1 0.00 0.00 12.25 224.4 0.0 15.1 5.3 224.4 0 148.6 44.6 193.2
2 3.58 3.58 8.67 158.9 65.5 15.1 5.3 224.4 568 148.6 44.6 193.2
3 5.58 5.58 6.67 122.3 102.2 15.1 5.3 224.4 682 148.6 44.6 193.2
4 9.16 9.16 3.10 56.7 167.7 15.1 5.3 224.4 519 148.6 44.6 193.2
10.16
Span 1 Uniform DL 12.25 74.5 74.5 9.1 psf 1.3 12.2 plf 228.1
Reactions at Span1 636.8 410.0 Negative values are uplift reactions
Mmaxwindup= 922 ft-lb<2176 ft-lb OK
Mmaxwinddown= 1611 ft-lb<2176 ft-lb OK
For DL+LL including the PV system weight point loads w= 46.9 plf P= 44.6 lb
Mmax= 1159 ft-lb< 1700 ft-lb OK
Deflection Check
DDL= 5wL4/(384EI) (5*18.2*12.25A4)*1728 = 0.172 in = L/ 854.2 OK
384*1.5E6*47.6
PROJECT: PV Panels for John Marshall SHEET: 6 OF 7
CLIENT: Solar Max Renewable Energy Provider, Inc. DATE: 5/20/2021
BY: Doug Engineering DE JOB NO.: SMX-7839
CHECK SCREW ATTACHMENTS FOR WIND UPLIFT
PW„Pi;n= 224.4 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 > 224.4 lb OK
CHECK SCREW ATTACHMENTS FOR SHEAR DUE TO SEISMIC Fp
Fp= 73.35 lb
Roof slope/module tilt 26 deg
Shear= Fp*cos( 26 )= 65.9 lb \ Fp sin(ang)
Tension= Fp*sin( 26 )= 32.2 lb
Fp cos(ang)
Table 11K-NDS Z= 190 lb
Co= 1.6
Z'= Z*Co= 304 lb> 65.93 lb OK Withdrawal capacity W= 1064 lb
Interaction Equation f,/F,+f,/F„ 0.241 + 0.217 = 0.458 < 1 OK
RAIL SPAN CHECK
Everest Railing Check
Load for half a panel=2.7'
w= 57.78 plf
Per the Everest Engineering for 110 mph, 0 psf snow,and 26 deg roof slope,the max span
for Crossrail44-X is 80"for Array Interior Panels and 57"for Array Array Edge panels
Use Crossrail44-X PV Rails with a spacing of 64"o.c. max for attachment points,typ.
Everest Solar 44-X Dual Rail, Enclosed Hip/Gable Roof 0-30ft,60-Cell and 96-Cell(P)Rail Only
Ground Exposure Wind speed->,_ 110 mph
snow Wad Category Panel Angie qddf Zone-> 1' 1 2e 2r 2n 3e 3r
Oto 7 Array Interior 84 77 69 69 69 61 61
Array Edge 84 66 59 59 59 50 50
7 Array Interior 72 72 72 62 62 62 58
to 20
er.iy Fra 62 67 62 52 52 52 47
O psf C I 20b,27 Array Interior 80 80 80 66 66 66 65
NOY 0.7k 69 69 69 57 57 57 55
27 to 45 Array Interior 74 74 74 74 71 66 71
Array Edge 64 64 64 64 62 57 62
45 Array Interior 85 85 81 81 81 81 81
Array Edge 75 75 70 70 70 70 70
PROJECT: PV Panels for John Marshall SHEET: 7 OF 7
CLIENT: Solar Max Renewable Energy Provider, Inc. DATE: 5/20/2021
BY: Doug Engineering DE JOB NO.: SMX-7839
LATERAL ANALYSIS
DETERMINE ADDITIONAL LOAD COMPARED TO EXISTING FOR LATERAL LOADING
Aroofexisting = 1444 sf Wpanel= 39.7 lb
Wrootexisting= 15.2*1444 = 21949 lb 16 *Wpanel = 634.88 lb
Wwattexisting= 15*80*4 = 4800 lb Wrestofarray= 257.92 lb
Wexisting= 26749 lb Warray= 892.8 lb
V= 0.316 W
Vrootexisting= 8453 lb Existing Total Lateral Force
Vroofwpaneis= 8735 lb New Total Later Force
% increase= 8735 *100%-100%= 3% increase which results in less than a 10% increase in the
8453 stress of existing lateral resisting elements OK