HomeMy WebLinkAbout2842 WHIPTAIL LOOP; ; CBC2019-0002; PermitJob Address: 2842 Whiptail Loop
Permit Type: BLDG-Commercial Work Class:
Parcel No: 2091202200 Lot Sf:
Valuation: $86,400.00 Reference Sf:
Occupancy Group: Construction Type:
Sf Dwelling Units: Bathrooms:
Bedrooms: Qrig. Plan Check Sf:
Plan Check Sf:
Project Title:
Description: WHIPTAIL LOT 20:216 MODULES, 66 KW
'Status: Closed - Finaled
Applied: 01/02/2019
Issued: 02/04/2019
Permit
Finaled:
Inspector: AKrog
Final
Inspection: 7/2/2019 12:44:19PM
cogen
Lcity of
Carlsbad
Commercial Permit
Print Date: 07/02/2019 Permit No: CBC2919-0002
Owner: Contractor:
BUILD TO SUIT LIMITED LP HOME ENERGY SYSTEMS INC
1000 Pioneer Way C/O Hamann 5980 Fairmount Ave, 105
Construction SAN DIEGO, CA 92010
CARLSBAD, CA 92020 619-692-2015
BUILDING PERMIT FEE ($2000+) $569.91
BUILDING PLAN CHECK FEE (BLDG) . $398.94
5B1473 GREEN BUILDING STATE STANDARDS FEE $4.00
STRONG MOTION-COMMERCIAL $24.19
Total Fees: $997.04 Total Payments To Date: $997.04 Balance Due: $0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions.hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions.-If you protest them, you must follow the protest procedures set forth in Government code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov
(City o f
Carlsbad
COMMERCIAL
BUILDING PERMIT
APPLICATION
B-2
Plan Check ('tOJ -oa
Est. Value Y?
PC Deposit
Date
Job Address 2842 Whiptail Loop West Suite: APN: 2091202200
Tenant Name: Reynolds cl/Project #: Lot #: 20
Occupancy: B, F-i, & Si Construction Type: Ill-B Fire Sprinklers: yes/ no Air Conditioning: yes / no
BRIEF DESCRIPTION OF WORK: Ballasted Solar PV Rooftop with 216 modules for 66kW.
Work also includes: 1 Delta M60U Inverter,i 75 kVA Transformer, and 1 Visible Blade Disconnect
El Addition/New: New SF and Use, ___New SF and Use,
Deck SF, ________ Patio Cover SF (not including flatwork)
0 Tenant Improvement: SF, Existing Use Proposed Use
SF, Existing Use Proposed Use
0 Pool/Spa: SF Additional Gas or Electrical Features?
Solar: 66 KW, 216 Modules, Roof Mounted, Tilt: Yes / No, RMA: Yes I No, Panel Upgrade: Yes / No
0 Plumbing/Mechanical/Electrical Only:
0 Other:
APPLICANT (PRIMARY) PROPERTY OWNER
Name: Home Energy Systems I Attn: Elizabeth Shoemaker Name: Build to Suit Umited, LP
Address: 5980 Fairmont Ave. #105 Address: 1000 Pioneer Way
City: San Diego State: CA Zip: 92120 City: El Cajon State: CA Zip: 92020
Phone: (760) 550-1957 Phone: (619) 993-3249
Email: elizabeth@espermits.com Email: rich@hamannco.com
DESIGN PROFESSIONAL
Name: Home Energy Systems I Attn: Wenjie Chen
Address: 5980 Fairmont Ave. # 105
City: San Diego State: CA Zip: 92120
Phone: (619) 692-2015
Email: wenjie@hessolar.com
Architect State License: C46 & C-i 0
CONTRACTOR BUSINESS
Name: Home Energy Systems / Attn: Wenjie Chen
Address: 5980 Fairmont Ave. # 105
City: San Diego State: CA Zip: 92120
Phone: (619) 692-2015
Email: wenjie@hessolar.com
State License: 800657 Bus. License:
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law
(Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)).
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingccarlsbadca.gov
B-2 Page 1 of 2 Rev. 06/18
(OPTION A): WORKERS'COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury one of the following declarations:
Cli have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued.
I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and policy number are: Insurance Company Name: American ZUdCh Insurance Company
Policy No. WC-10-17-851-03 Expiration Date: 04101/2019
Cl Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code,
Interest and attorney's fees.
CONTRACTOR SIGNATURE: Bzabeth Shoemaker [JAGENT DATE: 01D2l2O19 ItI227t4fl.WW
(OPTION B ): OWNER-BUILDER DECLARATION:
I hereby affirm that lam exempt from Contractor's License Law for the following reason:
O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work
himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
O I am exempt under Section Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No
I (have/ have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name address/phone / contractors' license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone/
contractors' license number):
5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address/phone/type of work):
OWNER SIGNATURE: DAGENT DATE:
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name: Lender's Address:
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Dyes 1111 No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes N No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes • No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
APPLICANT CERTIFICATION:
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP
HARMLESS ThE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF
ThE GRANTING OF THIS PERMrnOSHA. An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime
after the work is commenced fora period of 180 days (Section 106.4.4 Uniform Building Code).
APPUCANT SIGNATURE: Elizabeth Shoemaker DATE: 0110212019 a,a,221I4o,w
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingaCarIsbadCa.gOv
B-2 Page 2 of 2 Rev. 06/18
Permit Type: BLDQ-Commercial Application Date: 01/0I2019 Owner: BUILD TO SUIT LIMITED LP
Work Class: Cogen Issue Date: 92/04/2019 Subdivision:
Status: Closed - Finaled Expiration Date: 12/30/2019 Address: 2842 Whiptall Loop
Carlsbad, CA 92010-6708
IVR Number: 16278
Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date
0610512019 06105/2019 BLDG-35 Solar 093764-2019 Partial Pass Andy Krogh Reinspection Incomplete
Panel
Checklist Item COMMENTS Passed
BLDG-Building 9eficiency SPGE not released as of 6/5/19 due to No
building not energized
BLDG-Final 093763-2019 Failed Andy Krogh Reinspection Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Structural Final Yes
BLDG Electncal Final Requires meter set and test then SDGE No
release
07/0212019 0710212019 BLDG-35 Solar 096335.2019 Passed Andy Krogh Complete
Panel
BLDG-Final 096336.2019 Passed Andy Krogh Complete
Inspection
Checklist Item COMMENTS Passed
BLDG-Structural Final Yes
BLDG-Electrical Final Yes
July 02, 2019 Page lofl
City of Carlsbad CBC2019-0002
1/31/2019
EsGil
A SAFEbuIttCornpany
DATE: 1/31/2019
JURlSDlCTlON:City of Carlsbad
PLAN CHECK #.: CBC2019-0002 SET: II
PROJECT ADDRESS: 2842 Whiptail Loop West
PROJECT NAME: 66kW PV System Reynolds
APPLICANT
URIS.
The plans transmitted herewith have been corrected where necessary and substantially
comply with the jurisdiction's codes.
The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed
check list and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at
EsGil until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the
applicant contact person.
LI The applicant's copy of the check list has been sent to:
EsGil staff did not advise the applicant that the plan check has been completed.
EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: () Email:
Mail Telephone Fax Person
LI REMARKS:
By: Morteza Beheshti Enclosures:
EsGil
1/22
EsGil
A SAFEbui1tCompany
DATE: 1/10/2019
JURISDICTION: City of Carlsbad
PLAN CHECK #.: CBC2019-0002 SET: I
PROJECT ADDRESS: 2842 Whiptail Loop West
PROJECT NAME: 66kW PV System Reynolds
U APPLICANT
U JURIS.
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
El The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Elizabeth Shoemaker
EsGil staff did not advise the applicant that the plan check has been completed.
EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Elizabeth Shoemaker Telephone #: 760-550-1957
Date contacted: (by: ) Email: elizabeth@espermits.com
Mail Telephone Fax In Person
til REMARKS:
By: David Yao Enclosures:
EsGil
1/4/19
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576
City of Carlsbad CBC2019-0002
1/10/2019
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0002
PROJECT ADDRESS: 2842 Whiptail Loop West
DATE PLAN RECEIVED BY DATE REVIEW COMPLETED:
ESGIL: 1/4/19 1/10/2019
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
UYes UNo
City of Carlsbad CBC2019-0002
1/10/2019
[DO NOT PAY - THIS IS NOT ANINVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0002
PREPARED BY: David Yao DATE: 1/10/2019
BUILDING ADDRESS: 2842 Whiptail Loop West
BUILDING OCCUPANCY:
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
PV per city 86,400
Air Conditioning
Fire Sprinklers
TOTAL VALUE 86,400
Jurisdiction Code Icb IBY Ordinance I
Bldg. Permit Fee by Ordinance Iv I
V Plan Check Fee by Ordinance
Type of Review: 121 Complete Review 0 Structural Only
F-1 Repetitive Fee
I"I Repeats
0 Other
Hourly Hr: @ *
EsGil Fee I $344.66 I
Comments:
Sheet of
City of Carlsbad CBC2019-0002
1/10/2019
Please make all corrections, as requested in the correction list. Submit FOUR new
complete sets of plans for commercial/industrial projects (THREE sets of plans for
residential projects). For expeditious processing, corrected sets can be submitted in one of
two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700.
The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire
Departments.
2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake
Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of
plans and calculations/reports directly to the City of Carlsbad Building Department for
routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City
Planning, Engineering and Fire Departments until review by EsGil is complete.
Provide "project specific" calculations for uplift forces on the PV "BALLASTED" system,
showing that all PV rack components and the roof structure and connections are
adequately designed, according to the Report "SEAOC PV2", "WIND LOADS ON LOW
PROFILE SOLAR PHOTOVOLTAIC SYSTEMS ON FLAT ROOFS". Provide "project
specific" plans, details, and sections necessary to show all structural components and
connections. The structural calculations, plans and details shall be sealed and signed by
the P.E.
Sheet SP2.0 shows the brick for the ballast system. The details are not legible.
Please provide full size sheet to show the brick for the ballast system. The plan
shall be signed and sealed by the engineer.
Provide the plans to include the specific layout of each array, including the
number of blocks required on each ballast.
Provide a letter from the engineer of record stating that: "After inspecting the Site
the Coefficient of Friction used in the lateral displacement calculations was found
to be adequate for the Site roofing materials and conditions"
2. The plans shall indicate that special inspection will be provided (by the engineer of
record) for the "BALLASTED SYSTEM". Section 1705.1.1.
3. Please refer to the following electrical items.
4. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208,
San Diego, California 92123; telephone number of 858/560-1468, to perform the plan
review for your project. If you have any questions regarding these plan review items,
please contact David Yao at Esgil. Thank you.
City of Carlsbad CBC2019-0002
1/10/2019
ELECTRICAL AND ENERGY COMMENTS
PLAN REVIEWER: Morteza Beheshti
ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE)
Please match single line with equipment layout as shown on plans. Rooftop Load center
shown however, not included on single line.
Please indicate feeder conduit sizing on single line.
Please provide transformer primary overcurrent protection on single line.
Please provide and demonstrate compliance with the building PV system Rapid Shut Down
requirements. CEC 690.12
Please provide an AC disconnect at the roof within sight and adjacent to the inverter. CEC
690.14
Note: If you have any questions regarding this Electrical and Energy plan review list please
contact Morteza Beheshti at mbeheshtkesgil.com or call (858) 560-1468. To speed the
review process, note on this list (or a copy) where the corrected items have been addressed
on the plans.
December 21, 2018
HES Solar
5980 Fairmount Ave, Suite 105
San Diego, CA 92120
TEL: (619) 692-2015 Ih1!ul
Attn.: Wenjie Chen,
Re: Job # 2018-13532: Reynolds
The following calculations are to verify the adequacy of the existing structure located at 2848 Whiptail Loop
West, Carlsbad, CA 92010 to support the installation of a Solar Photovoltaic Array.
PZSE has reviewed the layout provided by HES Solar for a ballasted Solar Photovoltaic system. After review,
PZSE certifies that the structure is adequate to support the proposed ballasted Solar Photovoltaic system.
If you have any questions on the above, please feel free to call.
Prepared By:
PZSE, Inc. - Structural Engineers
Roseville, CA
1478 Stone Point Drive, Suite 190, Roseville, CA 95661
1 916.961 .3960 F 916.961.3965 W www.pzse.com
Experience I Integrity I
EmPoCj j8 tV2
Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
p
A jobsite observation of the condition of the existing framing system was performed by an audit
team from HES Solar. All attached structural calculations are based on these observations and the
design criteria listed below.
TABLE OF CONTENTS PAGE
Project Loading Criteria 3
PV Seismic Data 4
Roof Load Calculation 6
Roof Framing Analysis 7
Lateral Analysis 9
DESIGN CRITERIA
BUILDING CODE: CBC 2016
ASCE 7 VERSION: ASCE 7-10
RISK CATEGORY = II
IMPORTANCE FACTOR = See individual Calculations
WIND SPEED = 110
EXPOSURE CATAGORY = C
SEISMIC DESIGN CATAGORY = D
P Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
PV PROJECT DIMENSIONS & LOADING CRITERIA
Building name: Reynolds
Governing code: ASCE 7-10 Type of system: Ballasted PV Array
Description Variable Value Unit
Building Characteristics:
Building Width (E/W) B = 175 ft
Building Length (N/S) I = 218 ft
Roof Pitch: 0.4 in 12 0 = 2.0 degrees
Eave height he = 32 ft
Eave overhang OH= 0 ft
Parapet Height h = 4 ft
Ridge height h = 35.056 ft
Roof Dead Load 11.00 psf (See Attached Calculation)
Roof Live Load 20.0 psf
Note: Due to operational constraints of the PV system, Live Loads shall not be placed on the panels.
Wind and Seismic Inputs:
Risk Category II Table 1.5-1
Wind Loading Parameters:
Exposure Category C
Basic Wind Speed V = 110 mph
Topographic Factor K t = 1.00 26.8 (Figure 26.8-1)
Enclosure Classification = Enclosed
Seismic Loading Parameters:
Mapped Acceleration Parameter S5 = 1.035 g httrx//earthpuake.usgs.gov
Mapped Acceleration Parameter S = 0.402 g
Site Classification 0 11.4.2
Ballasted PV Array Configuration:
Total number of PV panels 216 panels
Total number of Attachments 0 attachments
Panel Tilt 10 degrees
PV Panel Width (x) 41.2 inches
PV Panel length (y) 61.4 inches
Roof Area Covered by PV Array 4178.2 Sq. Ft.
PV Array Dead Load (Provided by Others) 7.00 psf Average
(Provided by Others) 11.25 psf Maximum
PZE Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
Reynolds - PV SYSTEM SEISMIC ANALYSIS per ASCE 7-10
Description Variable Value Unit - (ASCE 7-10)
Risk Category II Table 1.5-1
Importance Factor l = 1.0 13.1.3
Component Amplification Factor ap = 1 Table 13.6-1
Component Response Factor R = 1.5 Table 13.6-1
Array Attachment Height above Ground z 35.1 ft 13.3.1
Mapped Acceleration Parameter S = 1.035 g 11.4.1 and USGS maps
Mapped Acceleration Parameter S = 0.402 g 11.4.1 and USGS maps
Site Classification D 11.4.2
Site Coefficient Fa = 1.086 11.4.3 (Table 11.4-1)
Site Coefficient F = 1.598 11.4.3 (Table 11.4-2)
Adjusted Max Spectral Response SMS = 1.124 g 11.4.3
Adjusted Max Spectral Response SM, = 0.642 g 11.4.3
Design Spectral Acceleration Parameter 5d = 0.749 g 11.4.4
Design Spectral Acceleration Parameter 5d1 = 0.428 g 11.4.4
Short Period Seismic Design Category, 0.2 sec D
Long Period Seismic Design Category. 1.0 sec D
Seismic Design category, Si > 0.75 N/A
Seismic Demand On Nonstructural Components (PV Array)
Fp = 0.4 ap(Sds)Wp(1 +2(z/h))/ (Rp/lp) 0.60 */ Equation 13.3-1
Fp max = 1.6 Sds(lp)Wp 1.20 Equation 13.3-2
Fp min = 0.3 Sds(Ip)Wp 0.22 Equation 13.3-3
Horizontal Seismic Load on Array: 0.60
Vertical seismic force, .2*SDS*Wp: 0.15
P Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
Reynolds - BALLAST SYSTEM SUPPLEMENTARY CALCULATIONS
Description Variable Value Unit - (ASCE 7-10)
Seismic Displacement Design For Ballasted PV Systems
Calculated Seismic Displacement A,pv = 7.3 in (SEAOC PV-1)
Condition Minimum Separation
Between separate solar arrays of similar construction 0.31 ft
Between a solar array and a fixed object on the roof or solar array of different 0.61 ft construction
Between a solar array and a roof edge with a qualifying parapet 0.61 ft
Between a solar array and a roof edge without a qualifying parapet 0.92 ft
Notes: 1. A parapet is "qualifying" if the top of the parapet is not less than 6 inches above the center of mass of the solar
array, and also not less than 24 inches above the adjacent roof surface.
2. The array is designed to move (displace) when subjected to earthquake forces. Therefore, the design displacement
distance is calculated to provide room for the array to move without affecting other rooftop installations. After an
earthquake, the array shall be returned to compliance with the separation distances listed above, and damaged anchors
(if any) shall be repaired.
PZH Project: Reynolds -- Job #: 2018-13532.
Date: 12/21/2018 Engineer: GK,
ROOF LOADING -- Reynolds
Description - Variable Value Unit
Existing Roof:
Roof Pitch: 0.42 in 12 0 = 2.0 degrees
Pitch Adjustment Factor 1.00
Rafter Span 8.0 feet
Rafter Spacing 2.0 feet
Roof Dead Loads:
[Roofing: Welded Membrane (TPO, PVC, EPDM, etc.) 1.40 psf
Decking: 1/2" Plywood or OSB 1.30 psf
[Rafter or Top Chord: 2x4 @ 24 O.C. 0.57 psf
Rafter Insulation: Fiberglass 3 "Thick 0.12 psf
[Miscellaneous: -- N/A -- 0.00 psf j
Ceiling Directly Applied: -- N/A --
Roof Pitch Adjustment:
Rafter Subtotal, Dr =
0.00
0.00
3.4
psf
psf
psf
[!m/Purlin: OWSJ @ 96 O.C. 2.75 psf ]
Miscellaneous: Fire Sprinklers 3.00 psf
[Miscellaneous: --N/A-- 0.00 psf
Ceiling Joist or Bot. Chord: -- N/A -- @ 96 "O.C. 0.00 psf
!Attic Floor: -- N/A -- 0.00 psf
Ceiling Insulation: -- N/A -- 12 "Thick 0.00 psf
[Ceiling: Suspended Ceiling (Metal Channels) 1.50 Dsf
Ceiling Subtotal, Dr = 7.3 psf
Roof Design Dead Load Round up? Yes Dr = 11.0 psf
Roof Live Load Pitch reduction? No Lr = 20.0 psf
Roof Snow Load Pf = 0.0 psf
Fl (°) uirx.m D.sNflhl xcnmrr
____
It!
EN ROOF LEGEND,
i '
- I — -
t-J
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ROOF JDLST SCHEDULE
____
0~4 YO
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€!' '-
__!tWF GIRDER Sri
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OU
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SD_- W&CLIfrbOOOTURSCI WD CIW .aauaL cc : - axTat,oImn, It WTIL(.CSWIItJflIJIOII
r7 ,___ ROOF FRAMING PLAN fr)
—
iwwo.a as,n osa it — —Nrj—,—&—j7
Project: Target-Littleton -- Job #: 2017-01891
Date: 12/21/2018 Engineer: GS
OWSJ Overview
Existing Roof Dead Load 11.00 psf
Snow Load 0 psf
Total Load 11.00 psf
I Min Panel Worst Allowable Allowable 5% Additional OWSJG Point Load Worst Span Spacing PIf Allowabale PSF Increase PSF
40G5N14K 14 44 8.00 318 39.77 41.76 30.76
44G7N14K 13 36 10.00 361 36.11 37.92 26.92
36G5N14K 14 1 26 1 10.00 1 538 1 53.85 1 56.54 1 45.54
mm
Worst Case PV Dead Load
Mark Designation Allowable Joist
Total Load DCR
RJ-1 22-46LH 288 0.62
RJ-4 36LH 288 0.77
RJ-6 301-1-1 304 0.59
RJ-10 22-46LH 1 315 0.71
Joist DCR < I indicates that framing is ok.
26.92 psf
11.25 psf
Project: Reynolds -- Job #: 2018-13532
[f/L_ Date: 12/21/2018 Engineer: GK
Reynolds Gravity Check (IEBC 403):
Due to operational constraints of the PV panels, live loads are not permitted to be placed on the PV panels.
Therefore, in the area of the array, the change in loading is as follows:
Area covered by the array:
Area of PV panels:
% of array area that is covered by panels:
Specified Roof Live Load:
Live Load Replacement Allowed?
Roof live load reduction (CBC 1607.12.2.1)
Uniform Roof Snow Load:
Existing Roof Dead Load:
Existing Roof Load (Total including Duration Factors)
Live Load Replacement: 90.8% * (20 / 1) =
Allowable 5% increase per IBC 3403.3
Allowable Load Increase or Replacement:
Max Allowable Added Dead Load:
4178.2 sq. ft.
3794.5 sq. ft.
90.8%
20.0 psf
Yes
1.00
1.00
20.0 psf
0.0 psf
11.00 psf
31.0 psf
18.2 psf
1.55 psf
19.71 psf
19.71 psf
Lo =
Ri =
R2 =
Lr =
Load replacement check
Max Allowable Added Dead Load: 19.71 psf
Ballasted PV Array Dead Load: 7.00 psf
7 psf < 19.71 psf, Therefore OK
Per IBC 3403.3 and by inspection, portions of the roof that are impacted by installation of the array will be
subject to a net reduction in design loading. Therefore, the existing structure may remain unaltered.
Project: Reynolds-- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
Reynolds Lateral Check (IEBC 402.4 & ASCE 7-10 1113.1):
Weight of Existing Structure
Length Width Roof Area % Solid Weight (osf) Weight IN 1L
Existing Roof Dead Load 218 175 38150 100% 11.00 419650
Walls (Parallel to N/S) Length Height Area % Solid Weight (nsf) Weight IN
Exterior: Concrete Tilt Up 436 20 8720 80% 145 1011520
Walls (Parallel to E/W) Length Height Area % Solid Weight (osf) Weight IN
Exterior: Concrete Tilt Up 350 20 7000 80% 145 812000
Note: The wall height used for this analysis is equal to half of the top Weight of Existing Structure: 1 2243170 lb
story height plus the parapet height.
Weight of Proposed PV System
Ballasted PV Array Estimated Dead Load: 7.00 psf For PZSE Inc. Internal
Approx. Area of Ballasted PV System 4178 Sq. Ft. Use only
Approx. Weight of PV System 29248 lb
10% Check - Diaphragm (N/S Direction)
Weight of Roof Diaphragm 419650 lb
Weight of E/W Walls 812000 lb
10% of Existing Weight 123165 lb
Approx. Weight of PV System 29248 lb
Percent Increase 2.37%
123165 lb > 29248 lb. Therefore OK
10% Check - Diaphragm (E/W Direction)
Weight of Roof Diaphragm 419650 lb
Weight of N/S Walls 1011520 lb
10% of Existing Weight 143117 lb
Approx. Weight of PV System 29248 lb
Percent Increase 2.04%
143117 lb > 29248 Ib, Therefore OK
Per IEBC 402.4 & 403, ASCE 7-10 11b.4, and by inspection; the increase in the lateral demand/capacity ratio of
the existing structure due to the installation of the PV system is less than 10%. Therefore, the existing
structure may remain unaltered.
* IRZ2
structural ENGINEERS
December 21, 2018
HES Solar
5980 Fairmount Ave, Suite 105
San Diego, CA 92120
TEL: (619) 692-2015
Attn.: Wenjie Chen,
Re: Job # 2018-13532: Reynolds
The following calculations are to verify the adequacy of the existing structure located at 2848 Whiptail Loop
West, Carlsbad, CA 92010 to support the installation of a Solar Photovoltaic Array.
PZSE has reviewed the layout provided by HES Solar for a ballasted Solar Photovoltaic system. After review,
PZSE certifies that the structure is adequate to support the proposed ballasted Solar Photovoltaic system.
If you have any questions on the above, please feel free to call.
Prepared By:
PZSE, Inc. - Structural Engineers
Roseville, CA
1478 Stone Point Drive, Suite 190, Roseville, CA 95661
1 916.961.3960 F 916.961.3965 W www.pzse.com
Experience I Integrity I Empowerment
Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
A jobsite observation of the condition of the existing framing system was performed by an audit
team from HES Solar. All attached structural calculations are based on these observations and the
design criteria listed below.
TABLE OF CONTENTS PAGE
Project Loading Criteria 3
PV Seismic Data 4
Roof Load Calculation 6
Roof Framing Analysis 7
Lateral Analysis 9
DESIGN CRITERIA
BUILDING CODE:
ASCE 7 VERSION:
RISK CATEGORY =
IMPORTANCE FACTOR =
WIND SPEED =
EXPOSURE CATAGORY =
SEISMIC DESIGN CATAGORY =
CBC 2016
ASCE 7-10
II
See individual Calculations
110
C
D
p Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
PV PROJECT DIMENSIONS & LOADING CRITERIA
Building name: Reynolds
Governing code: ASCE 7-10 Type of system: Ballasted PV Array
Description Variable Value Unit
Building Characteristics:
Building Width (E/W) B = 175 ft
Building Length (N/S) I = 218 ft
Roof Pitch: 0.4 in 12 0 = 2.0 degrees
Eave height h,= 32 ft
Eave overhang OH= 0 ft
Parapet Height h = 4 ft
Ridge height h = 35.056 ft
Roof Dead Load 11.00 psf (See Attached Calculation)
Roof Live Load 20.0 psf
Note: Due to operational constraints of the PV system, Live Loads shall not be placed on the panels.
Wind and Seismic Inputs:
Risk Category II Table 1.5-1
Wind Loading Parameters:
Exposure Category C
Basic Wind Speed V = 110 mph
Topographic Factor Ka = 1.00 26.8 (Figure 26.8-1)
Enclosure Classification = Enclosed
Seismic Loading Parameters:
Mapped Acceleration Parameter Ss = 1.035 g http://earthQuake.usgs.Qov
Mapped Acceleration Parameter S1 = 0.402 g
Site Classification D 11.4.2
Ballasted PV Array Configuration:
Total number of PV panels 216 panels
Total number of Attachments 0 attachments
Panel Tilt . 10 degrees
PV Panel Width (x) 41.2 inches
PV Panel length (y) 61.4 inches
Roof Area Covered by PV Array 4178.2 Sq. Ft.
PV Array Dead Load (Provided by Others) 7.00 psf Average
(Provided by Others) 11.25 psf Maximum
PZI Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
Reynolds - PV SYSTEM SEISMIC ANALYSIS per ASCE 7-10
Description Variable Value Unit (ASCE 7-10)
Risk Category II Table 1.5-1
Importance Factor l, = 1.0 13.1.3
Component Amplification Factor a = 1 Table 13.6-1
Component Response Factor R = 1.5 Table 13.6-1
Array Attachment Height above Ground z = 35.1 ft 13.3.1
Mapped Acceleration Parameter S = 1.035 g 11.4.1 and USGS maps
Mapped Acceleration Parameter S 0.402 g 11.4.1 and USGS maps
Site Classification D 11.4.2
Site Coefficient Fa = 1.086 11.4.3 (Table 11.4-1)
Site Cbefficient F = 1.598 11.4.3 (Table 11.4-2)
Adjusted Max Spectral Response Sms = 1.124 g 11.4.3
Adjusted Max Spectral Response Smi = 0.642 g 11.4.3
Design Spectral Acceleration Parameter 5ds = 0.749 g 11.4.4
Design Spectral Acceleration Parameter Sdl = 0.428 g 11.4.4
Short Period Seismic Design Category, 0.2 sec D
Long Period Seismic Design Category, 1.0 sec D
Seismic Design category, Si > 0.75 N/A
Seismic Demand On Nonstructural Components (PV Array)
Fp = 0.4 ap(Sds)Wp[i +2(z/h)]/ (Rp/lp) 0.60 Equation 13.3-1
Fp max = 1.6 Sds(lp)Wp 1.20 Equation 13.3-2
Fp min = 0.3 Sds(lp)Wp 0.22 Equation 13.3-3
Horizontal Seismic Load on Array: 0.60
Vertical seismic force, .2*SDS*Wp: 0.15
p Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
Reynolds - BALLAST SYSTEM SUPPLEMENTARY CALCULATIONS
Description Variable Value Unit (ASCE 7-10)
Seismic Displacement Design For Ballasted PV Systems
Calculated Seismic Displacement A,,v = 7.3 in (SEAOC PV-1)
Condition Minimum Separation
Between separate solar arrays of similar construction 0.31 ft
Between a solar array and a fixed object on the roof or solar array of different 0.61 ft construction
Between a solar array and a roof edge with a qualifying parapet 0.61 ft
Between a solar array and a roof edge without a qualifying parapet 0.92 ft
Notes: 1. A parapet is "qualifying if the top of the parapet is not less than 6 inches above the center of mass of the solar
array, and also not less than 24 inches above the adjacent roof surface.
2. The array is designed to move (displace) when subjected to earthquake forces. Therefore, the design displacement
distance is calculated to provide room for the array to move without affecting other rooftop installations. After an
earthquake, the array shall be returned to compliance with the separation distances listed above, and damaged anchors
(if any) shall be repaired.
- PZE Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
ROOF LOADING -- Reynolds
Description - Variable Value Unit
Existing Roof:
Roof Pitch: 0.42 in 12 0 = 2.0 degrees
Pitch Adjustment Factor 1.00
Rafter Span 8.0 feet
Rafter Spacing 2.0 feet
Roof Dead Loads:
[Roofing: Welded Membrane (TPO, PVC, EPDM, etc.) 1.40 psf
Decking: 1/2" Plywood or OSB 1.30 psf
Rafter or Top Chord: 2x4 @ 24 "O.C. 0.57 psf
Rafter Insulation: Fiberglass 3 "Thick 0.12 psf
[Miscellaneous: --N/A-- 0.00 psf ]
Ceiling Directly Applied: -- N/A --
Roof Pitch Adjustment:
Rafter Subtotal, Dr =
0.00
0.00
3.4
psf
psf
psf
[Beam/Purlin: OWSJ @ 96 "O.C. 2.75 psf
Miscellaneous: Fire Sprinklers 3.00 psf
Miscellaneous: --N/A-- 0.00 psf
Ceiling Joist or Bot. Chord: -- N/A -- @ 96 O.C. 0.00 psf
Floor: -- N/A -- 0.00 psf ]
Ceiling Insulation: -- N/A -- 12 "Thick 0.00 psf
[Ceiling: Suspended Ceiling (Metal Channels) 1.50 psf
Roof Design Dead Load
Roof Live Load
Roof Snow Load
Pitch
Ceiling Subtotal, Dr =
Round up? Yes Dr =
reduction? No Lr =
Pf =
7.3
11.0
20.0
0.0
psf
psf
psf
psf
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1\ .., Ca -
Project: Target-Littleton -- Job #: 2017-01891
Date: 12/21/2018 Engineer: GS
OWSJ Overview
Existing Roof Dead Load 11.00 psf
Snow Load 0 psf
Total Load 11.00. psf
Min Panel Worst Allowable Allowable 5% Additional
OWSJG Load Worst Span Spacing PIf AllowabalePoint PSF Increase PSF
40G5N14K 14 44 8.00 318 39.77 41.76 30.76
44G7N14K 13 36 10.00 361 36.11 37.92 26.92
36G5N14K 14 1 26 1 10.00 1 538 1 53.85 1 56.54 45.54
mm
Worst Case PV Dead Load
Mark Designation Allowable
Total Load
Joist DCR
RJ-1 22-46LH 288 0.62
RJ-4 36LH 288 0.77
RJ-6 301-1-1 304 0.59
RJ-10 22-46LH 315 0.71
Joist DCR < I indicates that framing is Ok.
26.92 psf
11.25 psf
S
Project: Reynolds -- Job #: 2018-13532 PZE Date: 12/21/2018 Engineer: GK
Reynolds Gravity Check (IEBC 403):
Due to operational constraints of the PV panels, live loads are not permitted to be placed on the PV panels.
Therefore, in the area of the array, the change in loading is as follows:
Area covered by the array:
Area of PV panels:
% of array area that is covered by panels:
Specified Roof Live Load:
Live Load Replacement Allowed?
Roof live load reduction (CBC 1607.12.2.1)
Uniform Roof Snow Load:
Existing RoofDead Load:
Existing Roof Load (Total including Duration Factors)
Live Load Replacement: 90.8% * (20 / 1) =
Allowable 5% increase per IBC 3403.3
Allowable Load Increase or Replacement:
Max Allowable Added Dead Load:
4178.2 sq. ft.
3794.5 sq. ft.
90.8%
20.0 psf
Yes
1.00
1.00
20.0 psf
0.0 psf
11.00 psf
31.0 psf
18.2 psf
1.55 psf
19.71 psf
19.71 psf
Lo =
R1=
R2 =
Ir =
Load replacement check
Max Allowable Added Dead Load: 19.71 psf
Ballasted PV Array Dead Load: 7.00 psf
7 psf < 19.71 psf, Therefore OK
Per IBC 3403.3 and by inspection, portions of the roof that are impacted by installation of the array will be
subject to a net reduction in design loading. Therefore, the existing structure may remain unaltered.
IlL Project: Reynolds -- Job #: 2018-13532
Date: 12/21/2018 Engineer: GK
Reynolds Lateral Check (IEBC 402.4 & ASCE 7-10 1113.1):
Weight of Existing Structure
Length Width Roof Area % Solid Weight (Dsfl Weight INLL LLWJ
Existing Roof Dead Load 218 175 38150 100% 11.00 419650
Walls (Parallel to N/S) Length Height Area % Solid Weight (nsf) Weight (lb)
Exterior: Concrete Tilt Up 436 20 8720 80% 145 1011520
Walls (Parallel to E/W) Length Height Area % Solid Weight (osfl Weight IN
Exterior: Concrete Tilt Up 350 20 7000 80% 145 812000
Note: The wall height used for this analysis is equal to half of the top Weight of Existing Structure: I 2243170 lb
story height plus the parapet height.
Weight of Proposed PV System
Ballasted PV Array Estimated Dead Load: 7.00 psf For PZSE Inc. Internal
Approx. Area of Ballasted PV System 4178 Sq. Ft. Use only
Approx. Weight of PV System 29248 lb
10% Check - Diaphragm (N/S Direction)
Weight of Roof Diaphragm 419650 lb
Weight of E/W Walls 812000 lb
10% of Existing Weight 123165 lb
Approx. Weight of PV System 29248 lb
Percent Increase 2.37%
123165 lb > 29248 lb. Therefore OK
10% Check - Diaphragm (E/W Direction)
Weight of Roof Diaphragm 419650 lb
Weight of N/S Walls 1011520 lb
10% of Existing Weight 143117 lb
Approx. Weight of PV System 29248 lb
Percent Increase 2.04%
143117 lb > 29248 lb. Therefore OK
Per IEBC 402.4 & 403, ASCE 7-10 11b.4, and by inspection; the increase in the lateral demand/capacity ratio of
the existing structure due to the installation of the PV system is less than 10%. Therefore, the existing
structure may remain unaltered.
January 18, 2019
HES Solar
5980 Fairmount Ave. St. 105
San Diego, CA 92120
TEL: (619) 692-2015
Attn.: To Whom It May Concern,
Re: Job 2018-13532: Reynolds Building located at 2842 Whiptail Loop West, Carlsbad CA 92010.
Subject: Plan Check Response
Item 1.
The PV Ballast system was designed through CPP wind tunnel software wind lab. See
attached sample calculations and letter from CPP approving the design methodology on
pages 2-11. CPP has provided output pressure ID that correlate with wind tunnel testing that
was completed for their system.
Please see attached signed and sealed sheet SP2.0.
Revised plan dimensions to 24 x 36 for clarity of drawing information.
Seismic displacement calculated per minimum friction values in accordance with SEAOC ONE
PV-1 2012 minimum friction value of 0.4. Friction testing results for Sunpower Helix system
bm completed in compliance with SEAOC PV-1 2012 exceeds minimum requirements of SEAOC •_
PV-12012.
0
If you have any questions on the above, do not hesitate to call.
Prepared by:
PZSE, Inc. -Structural Engineers
. oFESS Roseville, CA J7 TH
No. S3878
xp. 3-31-19
ckocmao iq on- coo s
1478 Stone Point Drive, Suite 190, Roseville, CA 95661
1 916.961.3960 F 916.961:3965 W. www.pzse.com
Experience I Integrity I Empowerment
SUNPOWERS
D-0093287_Reynolds_H DT_A Inputs & Calculations
System Type: Dual-Tilt
Module Type: 96 Cell
Total Modules: 108
Helix Calculator Version: release-27
Site Characterization
Building Height: 32.00 ft
Building Width: 175.00 ft
Building Length: 218.00 ft
Parapet Height: 4.00 ft
Wind Speed: 110.00
Exposure Category: C
Exposure Category Transition Distance: 0
Ballast Block Weight: 14.00 lbs
Max Allowable System Pressure: 12.00 psf
Anchor Type: 0MG PowerGrip Plus
Design Spectral Response: 0.70
Seismic Importance Factor: 1.00
LB: 31.64 ft
KZ: 1.00
QZ: 26.22 psf
System Summary
Total System Weight: 22,898.00 lbs
Max PSF: 11.25 psf
Avg PSF: 5.49 psf
Total Anchors: 0
Total Ballast: 920
Seismic Anchor Max. Spacing: 29
Page 2 of 46
Ballast Group Information
Ballasting group: 1 1 Ballast Blocks: 1.00 I Panel Pressure: 2.76 I Anchors per panel: 0
Ballasting group: 2 I Ballast Blocks: 3.00 I Panel Pressure: 3.48 Anchors per panel: 0
Ballasting group: 3 I Ballast Blocks: 3.50 I Panel Pressure: 3.55 I Anchors per panel: 0
Ballasting group: 4 I Ballast Blocks: 4.00 I Panel Pressure: 3.73 I Anchors per panel: 0
Ballasting group: 5 I Ballast Blocks: 5.00 I Panel Pressure: 4.21 I Anchors per panel: 0
Ballasting group: 6 I Ballast Blocks: 5.50 I Panel Pressure: 4.37 I Anchors perpanel: 0
Ballasting group: 7 I Ballast Blocks: 6.00 I Panel Pressure: 4.57 I Anchors per panel: 0
Ballasting group: 8 I Ballast Blocks: 6.50 I Panel Pressure: 4.75 I Anchors per panel: 0
Ballasting group: 9 I Ballast Blocks: 7.00 I Panel Pressure: 4.93 I Anchors per panel: 0
Ballasting group: 10 I Ballast Blocks: 7.50 I Panel Pressure: 5.14 I Anchors per panel: 0
Ballasting group: 11 I Ballast Blocks: 9.00 I Panel Pressure: 5.70 I Anchors per panel: 0
Ballasting group: 12 I Ballast Blocks: 9.50 I Panel Pressure: 5.89 I Anchors per panel: 0
Ballasting group: 13 I Ballast Blocks: 11.00 I Panel Pressure: 6.48 I Anchors per panel: 0
Ballasting group: 14 I Ballast Blocks: 11.50 I Panel Pressure: 6.66 I Anchors per panel: 0
Ballasting group: 15 I Ballast Blocks: 12.00 I Panel Pressure: 6.84 I Anchors per panel: 0
Ballasting group: 16 Ballast Blocks: 13.00 I Panel Pressure: 7.20 I Anchors per panel: 0
Ballasting group: 17 I Ballast Blocks: 14.50 I Panel Pressure: 7.75 I Anchors per panel: 0
Ballasting group: 18 I Ballast Blocks: 15.00 I Panel Pressure: 7.93 I Anchors per panel: 0
Ballasting group: 19 I Ballast Blocks: 17.00 I Panel Pressure: 8.72 I Anchors per panel: 0
Ballasting group: 20 I Ballast Blocks: 20.00 I Panel Pressure: 9.80 I Anchors per panel: 0
Ballasting group: 21 I Ballast Blocks: 24.00 I Panel Pressure: 11.25 1 Anchors per panel: 0
Page 3 of 46
Array Layout
Panel ID
Danel ID
Panel ID
6
/
Seismic Wind
Dual Tilt
Page 4 of 46
Power Stations
Standalone Inverters
AC Run Length: 0
Attachment Point: Switch Gear
Model: 60kW Delta - 524954
Strings per inverter: 0
Subarrays
Subarray: 1
Seismic Anchors: 0
Seismic demand per anchor: n/a
Weight: 2,741 .3Olbs
Subarray: 2
Seismic Anchors: 0
Seismic demand per anchor: n/a
Weight: 2,103.17 lbs
Subarray: 3
Seismic Anchors: 0
Seismic demand per anchor: n/a
Weight: 18,053.63 lbs
Page 5of46 -
Bill of Materials
512199 CLIP, WIRE FORMED, CABLE MANAGEMENT, INSIDE, 1624MM A 2 80
512200 CLIP, WIRE FORMED, CABLE MANAGEMENT, INSIDE, 352MM A 2 450
512510 LID, CABLE SUPPORT, HELIX ROOF 30
512511 CABLE SUPPORT, HELIX ROOF 30
513833 TRAY, LINK, HELIX ROOF 53
513844 TRAY, OPTIONAL BALLAST, HELIX ROOF 29
514056 BASE, CHASSIS, DUAL TILT, HELIX ROOF 125
514057 PLATFORM, CHASSIS, DUAL TILT, HELIX ROOF 125
514265 FOOT, RECYCLED RUBBER, HELIX ROOF 28
515063 SCREW, CAP, SH, M6 X 1 X 12, 18-8 55 (DIN 912) 500
515928 FRONT SKIRT, HELIX ROOF 130
517463 MONITORING SYSTEM, COMMERCIAL, PVS5x BASED, 240VAC, US 1
517871 TRAY, LEADING, HELIX ROOF, RIVETED VERSION 68
521794 DEFLECTOR, LH, HELIX ROOF V1.1 77
521795 DEFLECTOR, RH, HELIX ROOF V1.1 77
524954 INVERTER, DELTA, M60U_122 (MC4), 18INPUT, 60KW, 3PH 480V 1
AC,1000V DC
527073 KIT, INVERTER MOUNT, DELTA, HELIX ROOF 1
Contractor Ballast Blocks 920
Supplied
TBD Modules 216
Page 6 of 46
Site-Specific Sample Wind Calculations
PV PANEL & RACKING
INFORMATION
Panel Name =
Panel Area, Apanei =
Tent Area, =
Ground Coverage Ratio (GCR) =
Panel Weight, w, =
96 Cell
17.58 sf
35.14 sf
0.91
92.41 lb
BUILDING GEOMETRY
Building Height, H =
Parapet Height, h, =
Building Width on Longest Side, W =
Characteristic Building Length, LB =
32.00
4.00
218.00
31.64
I
a
LB = 0.4V[HW], not to exceed H
nor be less than 15 ft
Code Section
mph 26.5.1
26.7
1.5.1
WIND LOAD CRITERIA (PER ASCE 7-10/16 CHAPTERS 26 &
30)
Basic Wind Speed*, V = 110.00
Exposure Category= C
Risk Category* = II
*Note: Verify that Basic Wind Speed (V) used is selected from the appropriate Figure 26.5-1 in ASCE 7-10 (A, B, or C) based on the Risk (Occupancy category)
Velocity Pressure Coefficient, K. = 1.00 30.3.1
Topographic Factor, K1 = 1 26.8.2
Directionality Factor, Kd = 0.85 26.6
Velocity Pressure, q, = 0.00256KZKZKdV2 26.22 psf 30.3.2
BALLAST CALCULATION FOR A GIVEN HELIX DT TENT (PER SEAOC PV-2 2017 & WIND TUNNEL TEST DATA)
Module ID = 3
Panel Category = sw Exposed Corner
Ballast Block Weight = 14.00 lb
Anchor Type = 0MG PowerG rip Plus
Anchor Capacity = 418.00 lbs
Max Allowable Dist. Weight on Roof = 12.00 psf
Page 7 of 46
See Pressure ID at
Ath, = = Panel I for Design 58.37 sf
A = 1000A,b/LB2 Methodology
I
Uplift Force from Wind, F,ft F=qhXGCL XVE XVP XAteM =
PV System Weight, w. = 98.54 lb
Ballast Weight Required = 330.87 lb 0.61) - 0.6W,,, ~t 0 => Db,,,, ~ W, - D,,,
Blocks Required w/o Anchors = 24
Distributed Weight w/o Anchors = 11.25 psf
Anchors Required? No Anchors needed if (w + What,,,,) > W,110w
Number of Anchors Required = 0
Blocks Required w/ Anchors = 24
Distributed Weight w/ Anchors = 11.25 psf <= 12 psf
Wind Sliding Force Calculations
Array 1
Lateral Wind Force: 1,196.67
Lateral Wind Resistance: 1,370.65
Number of ballast blocks added: 0
Number of anchors added: 0
Demand per Anchor: n/a
Array 2
Lateral Wind Force: 1,015.42
Lateral Wind Resistance: 1,051.59
Number of ballast blocks added: 29.00
Number of anchors added: 0
Demand per Anchor: n/a
Array 3
Lateral Wind Force: 3,681.43
Lateral Wind Resistance: 9,026.81
Number of ballast blocks added: 0
Number of anchors added: 0
Demand per Anchor: n/a
Page 8 of 46
December 7th, 2018
PZSE Structural Engineers
1478 Stone Point Drive, Suite 190
Roseville, CA 95661
Dear Caleb,
CPP performed wind tunnel testing of the SunPower Helix single tilt roof mount solar racking system. The
testing process included iterations on the design in order to minimize the wind loads. The resulting
deflectors provide wind loads which are significantly better than those in ASCE 7 or SEAOC PV2. The testing
and wind load reporting was in accordance with SEAOC PV2-2017, which requires that parameters like
parapets, array edge factors, load sharing, location on the roof, and building size be accounted for. For
better precision, and to avoid errors, CPP incorporated these wind loading relationships into an on-line
calculator (called WindLab) which automates the equations and rules that account for all of the
aforementioned parameters. SunPower often use this calculator to optimize their layout, avoiding areas on
the roof with the highest wind loads. This generally means keeping the array from the roof corners,
particularly the east and west edge of the building near the north corners.
Sincerely,
David Banks, Principal
CR1'. Incorporated
info@cppwind.com 2400 Midpoint Drive, Unit 190 Tel: +1970 2213371
www.cppwind.com Fort Collins, Colorado 80524, USA Fax +1970 2213124
[cpp] CPP Project 7979
Testing to determine wind loads on the SunPower Helix Dual Tilt roof mount solar racking systems
was performed in a CPP boundary layer wind tunnel. The results of this testing were incorporated into the
layout and calculation tool (WindLab-API) for use by SunPower.
The wind environment on a flat roof is distinctly different from the wind environment on the ground
where loads are driven primarily by straight-line winds and the inherent turbulence in those winds. On a
flat roof, conical vortices are formed at the building corner and these create intense roof level flow that
creates significant uplift on inclined flat-plate PV modules.
The vortices and ensuing loads on the modules behave in a predictable manner such that the wind
tunnel results can be used to create an analytical model of the loading patterns. This is achieved with a
series of equations that relate load to the distance from the building corner and from the axis of the vortex.
Several parameters are tuned for variation of the loads relative to the vortex so that the analytical model
reproduces the wind tunnel results.
The CPP proprietary software that uses this analytical model and allows application of the model on
any flat roof is called WindLab. WindLab is an online layout and calculation tool that incorporates the
variation of loads across the roof as described above and allows them to be applied on any size roof or
array. WindLab-API interfaces with a third-party layout tool but uses the same calculation procedures.
Results are scaled based on roof size and the relative size of the module (or modules, if sharing loads
effectively). The method is consistent with the SEAOC PV2-20 17 procedure. SEAOC PV2-20 17 cites the
ASCE 7-16 methods, verbatim, but also provides some additional procedures and much more extensive
discussion of the basis for these calculation procedures. We have implemented the PV2-20 17 methods in
this analysis, including independent corners/walls, minimum design pressure based on far- interior (zone
1') load, and far-interior loads that don't scale with building size or parapet height. WindLab also
accounts for the effect of parapet height (near roof corners and edges) and array edge effects. Both the
parapet factor and the array edge factor are based on the results of wind tunnel testing.
A comparison of the wind tunnel results to the WindLab models for the 100 SunPower Helix dual tilt
system is shown in Figure E-1. In these figures, only the NE corner has been presented. Note that the NE
corner is a mirror copy of what to expect on the other corners due to symmetry. In Figure E-1, color is
used to represent severity of load, with red being the most severe. The individual values have not been
included because they specifically relate to the size of the test building and the module size used in the
test.
It can be seen from the comparisons in Figure E-1 that in general WindLab envelopes the wind tunnel
results closely. In some cases, irregularities in the wind tunnel data have been smoothed over in WindLab,
tending toward conservative when not able to match exactly. One of those irregularities is displayed in
Figure E-la as an edge effect/banding in the wind tunnel data in the fourth column (N-S fourth row) of
the array, due to a significant N-S gap in the middle of the tested array.
CPP Project 7979
Several deflector configurations were tested for the dual-tilt Helix system. Not all array positions
were tested for the configuration with deflectors on all sides, therefore some edge effects are
representative of the dual-tilt system without deflector, highlighted with black contour boxes in Figure E-
1 a. The WindLab product represents a system with deflectors on all sides (E-W and N-S), therefore, there
are a few edges highlighted in Figure E- 1 a that do not necessarily match the corresponding edge effects in
WindLab.
The SEAOC PV2 wind load calculation method, which we have used in our reports since 2012, has
been criticized as overly complex, and indeed some of the PV2 rules were simplified when the provisions
were adopted into ASCE 7-16. The complexity lies in the number of "if-then" type rules required to
accurately capture changes in wind loading related to the position of the array on the roof and relative
other arrays. This is the kind of logic with can be accurately and reliably captured by a computer
algorithm, and indeed WindLab was developed after we noticed that many of clients would write
programs to automate the calculations in our reports.
By automating the implementation of tedious step-by-step rules, we expect Windlab to reduce both
errors and conservatism in wind load calculations, allowing your design team to better understand the
wind loads patterns relevant to each project, and to focus on solutions.
### ¶4* ¶4* #444* #4*4*
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CPP Project 7979
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Figure E-la. Module GCL, wind tunnel testing, SunPower Helix Dual Tilt 100 system, NE
cornering winds only
— — __ __
— — — — — —
11
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### #*# ### ff## ### ### ### ### ### ### ### ###
### # ### ### ### fl44 *W# #I*# ### #*# ### #ff#
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Figure E-lb. Module GCL, WindLab, SunPower Helix Dual Tilt 100 system, NE cornering winds
only
D-00 9328 7_Reynolds
"request":
"corners":
"angle": 90.14,
"coordinate":
1094.85,
-222.75,
Panel ID
"interior": false,
"length_ccw": 1314.68,
"length_cw": 368.8, ,—Velocity Pressure
"order": 1,
"orientation": "Se",
"parapet".: 4.0,
"q_value": 26.21610736308488
"angle": 90.0,
"coordinate":
1097.96,
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"interior": false,
"length_ccw": 995.57,
"length_cw": 1314.68,
"order": 2,
"orientation": "ne",
"parapet": 4.0,
"q_value": 26.21610736308488
"angle": 90.01,
"coordinate":
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' i d" : 3 ,
"interior": true,
"length_ccw": 196. 92,
"length_cw": 995.57,
"order": 3,
"orientation": null,
"Parapet": 4.0,
"q_value": 26.21610736308488
"angle": 90.01,
"coordinate":
102.82,
1291.21,
Page 10 of 46
.1
"tributary area for lifting": 58 .37,
"tributary_area for sliding": 421. 91999999999996
"product id": 102,
"qz": 26.21610736308488,
"system—type": "Dual-Tilt"
"response":
"LB": 31.637776359151736,
"meta":
"api_version": "0. 12. 1",
"debug": (),
"git_shal": "7bab98e",
"request_id": "1165449d-1a91-11e9-9eee-9d098644baeb",
"request_schema_version": "0.7.0",
"requested_at": "2019-01-17T19:49:57+00:00",
"response—schema—version": "0.4.011
"panelPressures":
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"pressure for sliding": 3.6
Tent Area =35.l4sqft "pressure for lifting": 8.68, Uplift Force = "pressure for sliding": 2.96
8.68 psfx 35.14 sq ft= 305.0 lb
Number of Ballast Blocks = 17
Weight of Ballast Block = 14lb/block "pressure_for lifting": 12.22, Racking + Panel Weight = 98.541b "pressure for sliding": 5. 3]. 17blocks x 14lb/block + 98.54 lb =
336.54 Ibs> 305 lbs Demand
"pressure for lifting": 9.5,
"pressure for sliding" : 3.82
I5I
"pressure for lifting": 6.21,
"pressure
},
for sliding": 3.3
Tent Area = 35.14 sq ft "pressure for li Uplift Force = "pressure_for—sliding":
Ea"-~
5.43
1058 psfx 35.14 sq ft= 371.8 lb
Number of Ballast Blocks = 20
Weight of Ballast Block = 141b/block "pressure_for lifting": 12.17, Racking + Panel Weight = 98.541b "pressure_for sliding": 5.37 20b1ock5 x 141b/block + 98.54 lb =
378.54 Ibs> 371.8 lbs Demad
Page 37 of 46
"z": 32.0
"interior": false,
"length_ccw": 1101.73,
"length_cw": 196.92,
"order": 4,
"orientation": "ne",
"parapet": 4.0,
"q_value": 26.21610736308488
"angle": 89.98,
"coordinate":
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1293.84,
32.0
"interior": false,
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"length_cw": 1101.73,
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"orientation": "nw",
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"length_ccw": 213. 38,
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"order": 7,
"orientation": "Se",
"parapet": 4.0,
Page 11 of 46
"q_value": 26.21610736308488
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"coordinate":
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"length_cw": 213.38,
"order": 8,
"orientation": null,
"parapet": 4.0,
"q_value": 26.21610736308488
"angle": 89.98,
"coordinate":
398.41,
-1143.29,
32.0
"id": 11991,
"interior": false,
"length_ccw": 468.86,
"length_cw": 90.23,
"order": 9,
"orientation": "se",
"parapet": 4.0,
"q_value": 26.21610736308488
"angle": 89.99,
"coordinate":
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"id":
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"length_cw": 468.86,
"order": 10,
"orientation": null,
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"q_value": 26.21610736308488
"angle": 90.0,
"coordinate":
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},
Page 12 of 46
"id": fillet,
"interior": false,
"length_ccw": 506.52,
"length_cw": 57.92,
"order": 11,
"orientation": "se",
"parapet": 4.0,
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"angle": 106.2,
"coordinate":
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111211,
"interior": true,
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"length_cw": 506.52,
"order": 12,
"orientation": null,
"parapet": 4.0,
"q_value": 26.21610736308488
"module type": "96 Cell",
"panels":
"coordinate":
-907.189962733451,
-216.2775884228867
"facing":
to wel
1, toile,
"tributary_area_for_lifting": 58.37,
"tributary_area_for_sliding": 2883.12
"coordinate":
-907.2042976318608,
-278.48291395581555
"facing":
,, wI
I,
"2",
"tributary_area_for_lifting": 128. 16,
"tributary_area_for_sliding": 2883.12
},
"coordinate": {
-907.1781605604523,
-340.7052583255123
Page 13 of 46
"facing":
"WI'
I,
IIjI :
"tributary_area_for lifting": 58.37,
"tributary_area_for_sliding": 2883.12
},
"coordinate":
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-216.26482329100367
},
"facing":
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"tributary_area_for_sliding": 2883.12
},
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"facing": [I,
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"facing":
I,
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"tributary_area_for_sliding": 2883.12
Page 14 0f46
"coordinate":
-730.6799490933861,
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},
plid
"facing":
"v"
"
I ,
: 118 1
1,
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"tributary_area_for_sliding": 2883.12
"coordinate":
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A },
"facing":
,,w,,
I,
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},
"facing":
,, wil
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"facing":
I,
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},
"coordinate": {
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Page 15 of 46
"facing":
l'w"
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"tributary_area_for_sliding": 2883.12
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"facing":
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I,
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"facing":
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1,
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},
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"facing":
II wil
1,
id " : " 1 ,
Page 16 of 46
"tributary_area for lifting": 128. 16,
"tributary area for sliding": 2883.12
},
"coordinate":
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"facing":
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"facing":
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1,
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"coordinate":
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"facing":
vowel
-- 'lid": 111999,
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"tributary_area_for_sliding": 2883.12
"coordinate":
-730.669802369637,
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"facing":
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'rider: 112011,
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"tributary_area_for_sliding": 2883-12
"coordinate":
Page 17 of 46
-730.643856236222,
-29.587632634464384
}'
"facing":
,,W"
I'
"tributary_area_for_lifting": 128. 16,
"tributary_area_for sliding": 2883.12
},
"coordinate":
-730.6552269140542,
-91.80366938805861
},
"facing":
"WI'
llid1r
1 ,
: "22",
"tributary_area_for_lifting": 128. 16,
"tributary_area_for_sliding": 2883.12
},
"coordinate":
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"facing":
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1
' i d" : 11 23
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"tributary_area_for_sliding": 2883.12
"coordinate":
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Page 18 0f46
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V "coordinate":
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tributary_area_for_sliding: 2883.12
"coordinate":
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"facing":it
[ V
e, ,, wil
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Page 20 of 46
I,
"id": l35!
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fe wer
I'- 1
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Page 21 of 46
"coordinate":
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I,
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Page 22 of 46
"facing":
Ir wir
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"facing":
I II
,,W',
1
: "48",
Page 23 of 46
"tributary_area_for_lifting": 128 .16,
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"coordinate":
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"coordinate":
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"facing":
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I,
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Page 24 of 46
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},
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"SI,
1,
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Page 25 of 46
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Page 29 of 46
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Page 39 of 46
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Page 42 of 46
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Page 43 of 46
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Page 44 of 46
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"product":
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"id": 102,
"name": 117979 - SunPower T10 E-W",
"updated—at": "2018-03-04T07 :50:42.942-07:00"
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